date: january 31, 2017

tnxTower Report - version 7.0.5.1

Date: January 31, 2017

Timothy Liebrock Velocitel, Inc. d.b.a. FDH VelocitelCrown Castle 6521 Meridien Drive, Suite 10712725 Morris Road Extension Suite 400 Raleigh, North Carolina 27616Alpharetta, GA 30004 (919) 755-1012

Subject: Structural Analysis Report

Carrier Designation: AT&T Mobility Co-LocateCarrier Site Name: ShirleyCarrier Site Number: 10080886

Crown Castle Designation: Crown Castle BU Number: 844102Crown Castle Site Name: SHIRLEYCrown Castle JDE Job Number: 417624Crown Castle Work Order Number: 1355280Crown Castle Application Number: 375714 Rev. 1

Engineering Firm Designation: FDH Velocitel Project Number: 17PVWY1400

Site Data: 5651 SHIRLEY STREET, NAPLES, Collier County, FLLatitude 26° 12' 54.6'', Longitude -81° 46' 56.6''280 Foot - Self Support Tower

Dear Timothy Liebrock,

FDH Velocitel is pleased to submit this “Structural Analysis Report” to determine the structural integrity of theabove mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural‘Statement of Work’ and the terms of Crown Castle Purchase Order Number 995456, in accordance withapplication 375714, revision 1.

The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis wehave determined the tower stress level for the structure and foundation, under the following load case, to be:

LC7: Existing +Reserved + Proposed Equipment Sufficient CapacityNote: See Table I and Table II for the proposed and existing/reserved loading, respectively.

This analysis has been performed in accordance with the 2014 Florida Building Code, 5th

Edition, based uponan ultimate 3-second gust wind speed of 163 mph converted to a nominal 3-second gust wind speed of 126 mphper section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1.Exposure Category B with a topographic category 1 and crest height of 0 feet, and Risk Category II were usedin this analysis.

We at FDH Velocitel appreciate the opportunity of providing our continuing professional services to you andCrown Castle. If you have any questions or need further assistance on this or any other projects please give usa call.

Respectfully submitted by: Reviewed by:

Blake A. Wilson, EI Dennis D. Abel, PEProject Engineer II Director of Structural Engineering

FL PE License No. 62750Velocitel, Inc. COA 28282

January 31, 2017280 Ft Self Support Tower Structural Analysis CCI BU No 844102Project Number 17PVWY1400, Application 375714, Revision 1


TABLE OF CONTENTS

1) INTRODUCTION

2) ANALYSIS CRITERIATable 1 - Proposed Antenna and Cable InformationTable 2 - Existing and Reserved Antenna and Cable InformationTable 3 - Design Antenna and Cable Information

3) ANALYSIS PROCEDURETable 4 - Documents Provided3.1) Analysis Method3.2) Assumptions

4) ANALYSIS RESULTSTable 5 - Section Capacity (Summary)Table 6 - Tower Component Stresses vs. Capacity4.1) Recommendations

5) APPENDIX AtnxTower Output

6) APPENDIX BBase Level Drawing

7) APPENDIX CAdditional Calculations



1) INTRODUCTION

This tower is a 280 ft Self Support tower designed by PIROD MANUFACTURES INC. in December of 1994. Thetower was originally designed for a wind speed of 110 mph per TIA/EIA-222-E.

2) ANALYSIS CRITERIA

The structural analysis was performed for this tower in accordance with the requirements of TIA-222-GStructural Standard for Antenna Supporting Structures and Antennas using a 3-second gust wind speed of 126mph with no ice, 30 mph with 0 inch ice thickness and 60 mph under service loads, exposure category B withtopographic category 1 and crest height of 0 feet.

Table 1 - Proposed Antenna and Cable Information

MountingLevel (ft)

CenterLine

Elevation(ft)

Numberof

Antennas

AntennaManufacturer

Antenna ModelNumberof FeedLines

FeedLine

Size (in)Note

181.0

181.0 2 commscopeSF-QV12-B Mounts w/VSR-TL-B Stabilizer Kit

11

3/43/8

-

179.0

2 commscopeSBJAH4-1D65-DL w/

Mount Pipe

2 ericsson RRUS 32 B66

1 raycap DC6-48-60-18-8C

1 raycap DC2-48-60-0-9E

123.0

128.01 commscope

SBJAH4-1D65-DL w/Mount Pipe

- -1 ericsson RRUS 32 B66

1 raycap DC2-48-60-0-9E

123.0 1 commscopeSF-QV12-B Mount w/

VSR-TL-B Stabilizer Kit



Table 2 - Existing and Reserved Antenna and Cable Information

MountingLevel (ft)

CenterLine

Elevation(ft)

Numberof

Antennas

AntennaManufacturer


FeedLine

Size (in)Note

279.0

286.0 1 kathrein OG-4

- - 1280.0 2

powerwavetechnologies

P65-16-XLHH-RRw/ Mount Pipe

279.0 1 crown mounts Sector Mount [SM 412-1]

274.0 2 kathrein OG-4

264.0 264.0 1 bext TFC2K-4 Bay 1 1/2 2

201.0 201.01 andrew VHLP2.5-10W

1 1/2 11 crown mount Pipe Mount [PM 601-1]

181.0

182.0

2 andrewSBNHH-1D65Bw/ Mount Pipe

- - 34

powerwavetechnologies

LGP21902

2 commscope CBC78-DF-2X

181.01 crown mounts Sector Mount [SM 302-1]

1 crown mounts Sector Mount [SM 402-1]

179.0

4 andrewDBXCP-4545A-R2M

w/ Mount Pipe

104422

1-5/87/83/43/85/16

1


4 ericsson RRUS 11

2 ericsson RRUS 12

2 ericsson RRUS A2


4 andrew E15S09P78

2 raycap DC2-48-60-0-9E

2 raycap DC6-48-60-18-8F

171.0 171.0

6 cssX7CQAP-86-865-VRO

w/ Mount Pipe

182

1-5/81-1/4

1

2 cssX7CAP-880-22i-bot

w/ Mount Pipe

1 cssX7CAP-865-22w/ Mount Pipe

6 ericsson RRUS12/RRUS A2

3 commscope ATSBT-TOP-MF-4G

2 raycap RC3DC-3315-PF-48

1 crown mounts Sector Mount [SM 1306-3]



MountingLevel (ft)

CenterLine

Elevation(ft)

Numberof

Antennas

AntennaManufacturer


FeedLine

Size (in)Note

123.0

128.0


441

1-5/81-1/45/16

1

2 ems wirelessMB72RR80VDPALQ_R12

w/ Mount Pipe

2 ericsson RRUS 11

1 ericsson RRUS 12


1 ericsson RRUS A2

2powerwavetechnologies

LGP 17201

2powerwavetechnologies

LGP21902

2 raycap DC2-48-60-0-9E

123.01 andrew

SBNHH-1D65Bw/ Mount Pipe - - 3

1 crown mounts Sector Mount [SM 302-1]Notes:1) Existing Equipment2) Reserved Equipment3) Equipment to be removed. Not considered in analysis.

Table 3 - Design Antenna and Cable Information

MountingLevel (ft)

CenterLine

Elevation(ft)

Numberof

Antennas

AntennaManufacturer


FeedLine

Size (in)

Unknown



3) ANALYSIS PROCEDURE

Table 4 - Documents Provided

Document Remarks Reference Source

4-GEOTECHNICAL REPORTS WEI Geotechnical Engineers 4534811 CCISITES

4-TOWER FOUNDATIONDRAWINGS/DESIGN/SPECS

WEI Geotechnical Engineers 4534810 CCISITES

4-TOWER MANUFACTURERDRAWINGS

PiRod, Inc. 5184715 CCISITES

3.1) Analysis Method

tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create athree-dimensional model of the tower and calculate member stresses for various loading cases.Selected output from the analysis is included in Appendix A.

3.2) Assumptions

1) Tower and structures were built in accordance with the manufacturer’s specifications.2) The tower and structures have been maintained in accordance with the manufacturer’s

specification.3) The configuration of antennas, transmission cables, mounts, and other appurtenances are as

specified in Tables 1 and 2 and the referenced drawings.

This analysis may be affected if any assumptions are not valid or have been made in error. FDHVelocitel should be notified to determine the effect on the structural integrity of the tower.



4) ANALYSIS RESULTS

Table 5 - Section Capacity (Summary)

SectionNo.

Elevation (ft) Component Type SizeCriticalElement

P (K)SF*P_allow

(K)%

CapacityPass / Fail

T1 280 - 270 Leg 2 1/2 1 13.27 142.05 9.39.4 (b)

Pass

Diagonal 1 15 -3.37 13.29 25.4 Pass

Top Girt 1 5 -0.21 6.85 3.1 Pass

Bottom Girt 1 8 -0.16 6.85 2.3 Pass

T2 270 - 250 Leg 2 1/2 34 54.69 142.05 38.5 Pass

Diagonal 1 48 -4.85 13.29 36.4 Pass

Top Girt 1 38 -0.02 6.85 0.3 Pass

Bottom Girt 1 41 -0.35 6.85 5.2 Pass

T3 250 - 230 Leg 2 1/2 91 -107.19 187.17 57.3 Pass

Diagonal 1 110 -5.16 13.29 38.8 Pass

Top Girt 1 95 -0.06 6.85 0.9 Pass

Bottom Girt 1 98 -0.99 6.85 14.5 Pass

T4 230 - 220 Leg Pirod 105245 148 -108.70 214.86 50.6 Pass

Diagonal L2 1/2x2 1/2x3/16 153 -5.82 13.56 42.951.1 (b)

Pass

T5 220 - 200 Leg Pirod 105218 157 -128.85 300.68 42.9 Pass

Diagonal L2 1/2x2 1/2x3/16 165 -4.03 10.95 36.841.0 (b)

Pass

T6 200 - 180 Leg Pirod 105218 174 -149.20 300.68 96.0 Pass

Diagonal L3x3x3/16 177 -5.36 14.95 35.843.9 (b)

Pass

T7 180 - 160 Leg Pirod 105219 187 -193.74 399.87 48.5 Pass

Diagonal L3x3x3/16 192 -12.66 12.26 103.3 Pass2

T8 160 - 140 Leg Pirod 105219 203 -248.63 399.87 62.2 Pass

Diagonal L3x3x5/16 208 -13.28 15.76 84.3 Pass

T9 140 - 120 Leg Pirod 105220 217 -304.15 512.38 59.462.1 (b)

Pass

Diagonal L4x4x1/4 223 -14.12 25.38 55.674.3 (b)

Pass

T10 120 - 100 Leg Pirod 105220 232 -362.81 512.38 70.874.0 (b)

Pass

Diagonal L4x4x1/4 236 -15.36 21.13 72.785.5 (b)

Pass

T11 100 - 80 Leg Pirod 112743 247 -401.44 613.14 65.5 Pass

Diagonal 2L3 1/2x3 1/2x5/16x3/8 250 -22.58 48.27 46.8 Pass

T12 80 - 60 Leg Pirod 112743 256 -462.09 613.14 75.4 Pass


T13 60 - 40 Leg Pirod 112744 265 -516.28 741.99 69.6 Pass


T14 40 - 20 Leg Pirod 112744 274 -572.01 741.99 77.1 Pass


T15 20 - 0 Leg Pirod 112740 283 -620.89 883.14 70.3 Pass




SectionNo.

Elevation (ft) Component Type SizeCriticalElement

P (K)SF*P_allow

(K)%

CapacityPass / Fail

Summary

Leg (T6) 96.0 Pass

Diagonal(T7)

103.3 Pass2

Top Girt(T1)

3.1 Pass

Bottom Girt(T3)

14.5 Pass

Bolt Checks 102.9 Pass2

RATING = 103.3 Pass2

Table 6 - Tower Component Stresses vs. Capacity – LC7

Notes Component Elevation (ft) % Capacity Pass / Fail

1 Anchor Rods 0 55.8 Pass

1,3 Base Foundation 0 48.0 Pass

1Base FoundationSoil Interaction

0 59.1 Pass

Structure Rating (max from all components) = 103.3%2

Notes:1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity

consumed.2) Capacities up to 105% are considered to be acceptable based on engineering methods used.3) Analysis was completed assuming minimum reinforcement per ACI 318-05 Section 10.8.4.

4.1) Recommendations

The tower and its foundations have sufficient capacity to support the existing and proposed loads. Nomodifications are required at this time.



APPENDIX A

TNXTOWER OUTPUT

Tower Analysis

FDH Velocitel6521 Meridien Drive, Suite 107Raleigh, North Carolina 27616

Phone: 9197551012FAX: 9197551031

Job:Shirley, 844102

Project: 17PVWY1400Client: Crown Castle USA, Inc. Drawn by: Blake Wilson App'd:

Code: TIA-222-G Date: 01/31/17 Scale: NTSPath:

C:\Users\BWilson\Desktop\844102_Shirley\17PVWY1400-STASOO_ATT\R.0\Analysis\ReportedTower\Shirley, 844102, 16FBKZ1400.eri

Dwg No. E-1

280.0 ft

270.0 ft

250.0 ft

230.0 ft

220.0 ft

200.0 ft

180.0 ft

160.0 ft

140.0 ft

120.0 ft

100.0 ft

80.0 ft

60.0 ft

40.0 ft

20.0 ft

0.0 ft

REACTIONS - 126 mph WINDTORQUE 47 kip-ft

109 K

SHEAR

14832 kip-ft

MOMENT

112 K

AXIAL

SHEAR: 62 KUPLIFT: -561 K

SHEAR: 70 KDOWN: 649 K

MAX. CORNER REACTIONS AT BASE:

ARE FACTOREDALL REACTIONS

Se

ctio

nT

1T

2T

3T

4T

5T

6T

7T

8T

9T

10

T11

T12

T13

T14

T15

Le

gs

SR

21

/2A

Pir

od

10

52

18

Pir

od

10

52

19

Pir

od

10

52

20

Pir

od

11

27

43

Pir

od

11

27

44

Pir

od

11

27

40

Le

gG

rad

eA

57

2-5

0

Dia

go

na

lsS

R1

L2

1/2

x21

/2x3

/16

L3

x3x3

/16

L3

x3x5

/16

L4

x4x1

/42

L3

1/2

x31

/2x5

/16

x3/8

Dia

go

na

lGra

de

A5

72

-50

A3

6

To

pG

irts

SR

1N

.A.

Bo

tto

mG

irts

SR

1N

.A.

Fa

ceW

idth

(ft)

56

81

01

21

41

61

82

02

22

42

62

8

#P

an

els

@(f

t)2

0@

2.4

79

17

13

@1

05

@2

0

We

igh

t(K

)0.9

1.8

1.8

1.2

2.5

2.7

3.8

4.3

5.1

5.2

7.4

7.5

8.3

8.4

9.3

70

.3

Lightning Rod 280Flash Beacon Lighting 280OG-4 279OG-4 279OG-4 279(2) P65-16-XLHH-RR w/ Mount Pipe 279Empty Mount Pipe 279(3) Empty Mount Pipe 279Empty Mount Pipe 279Sector Mount [SM 412-1] 279TFC2K-4 Bay 264Pipe Mount [PM 601-1] 201VHLP2.5-10W 201(2) DBXCP-4545A-R2M w/ Mount Pipe 181(2) DBXCP-4545A-R2M w/ Mount Pipe 181SBJAH4-1D65B-DL w/ Mount Pipe 181SBJAH4-1D65B-DL w/ Mount Pipe 181SBNHH-1D65B w/ Mount Pipe 181SBNHH-1D65B w/ Mount Pipe 181(2) RRUS 11 181(2) RRUS 11 181RRUS 12 181RRUS 12 181RRUS A2 181RRUS A2 181RRUS 32 B30 181RRUS 32 B30 181RRUS 32 B66 181RRUS 32 B66 181(2) E15S09P78 181(2) E15S09P78 181DC6-48-60-18-8C 181(2) DC6-48-60-18-8F 181(3) DC2-48-60-0-9E 181Sector Mount [SM 1306-1] 181Sector Mount [SM 1306-1] 181(2) X7CQAP-86-865-VRO w/ MountPipe

171(2) X7CQAP-86-865-VRO w/ MountPipe

171(2) X7CQAP-86-865-VRO w/ MountPipe

171X7CAP-865-22 w/ Mount Pipe 171X7CAP-880-22i-bot w/ Mount Pipe 171X7CAP-880-22i-bot w/ Mount Pipe 171(2) RRUS12/RRUS A2 171(2) RRUS12/RRUS A2 171(2) RRUS12/RRUS A2 171ATSBT-TOP-MF-4G 171ATSBT-TOP-MF-4G 171ATSBT-TOP-MF-4G 171RC3DC-3315-PF-48 171RC3DC-3315-PF-48 171Sector Mount [SM 1306-3] 171Sidemarker 140Sidemarker 140Sidemarker 140SBJAH4-1D65B-DL w/ Mount Pipe 123SBNHH-1D65B w/ Mount Pipe 123(2) RRUS 11 123RRUS 12 123RRUS A2 123RRUS 32 B66 123RRUS 32 B30 123(2) LGP 17201 123(2) LGP21902 123(3) DC2-48-60-0-9E 123Sector Mount [SM 1306-1] 123(2) MB72RR80VDPALQ_R12 w/ MountPipe

123DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATIONLightning Rod 280

Flash Beacon Lighting 280

OG-4 279

OG-4 279

OG-4 279

(2) P65-16-XLHH-RR w/ Mount Pipe 279

Empty Mount Pipe 279

(3) Empty Mount Pipe 279

Empty Mount Pipe 279

Sector Mount [SM 412-1] 279

TFC2K-4 Bay 264

Pipe Mount [PM 601-1] 201

VHLP2.5-10W 201

(2) DBXCP-4545A-R2M w/ Mount Pipe 181

(2) DBXCP-4545A-R2M w/ Mount Pipe 181

SBJAH4-1D65B-DL w/ Mount Pipe 181


SBNHH-1D65B w/ Mount Pipe 181


(2) RRUS 11 181

(2) RRUS 11 181

RRUS 12 181

RRUS 12 181

RRUS A2 181

RRUS A2 181

RRUS 32 B30 181

RRUS 32 B30 181

RRUS 32 B66 181

RRUS 32 B66 181

(2) E15S09P78 181

(2) E15S09P78 181

DC6-48-60-18-8C 181

(2) DC6-48-60-18-8F 181

(3) DC2-48-60-0-9E 181



(2) X7CQAP-86-865-VRO w/ MountPipe

171


171


171

X7CAP-865-22 w/ Mount Pipe 171

X7CAP-880-22i-bot w/ Mount Pipe 171

X7CAP-880-22i-bot w/ Mount Pipe 171

(2) RRUS12/RRUS A2 171



ATSBT-TOP-MF-4G 171

ATSBT-TOP-MF-4G 171

ATSBT-TOP-MF-4G 171

RC3DC-3315-PF-48 171

RC3DC-3315-PF-48 171


Sidemarker 140

Sidemarker 140

Sidemarker 140



(2) RRUS 11 123

RRUS 12 123

RRUS A2 123

RRUS 32 B66 123

RRUS 32 B30 123

(2) LGP 17201 123

(2) LGP21902 123

(3) DC2-48-60-0-9E 123


(2) MB72RR80VDPALQ_R12 w/ MountPipe

123

SYMBOL LISTMARK MARKSIZE SIZE

A Pirod 105245

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi

TOWER DESIGN NOTES1. Tower is located in Collier County, Florida.2. Tower designed for Exposure B to the TIA-222-G Standard.3. Tower designed for a 126 mph basic wind in accordance with the TIA-222-G Standard.4. Deflections are based upon a 60 mph wind.5. Tower Structure Class II.6. Topographic Category 1 with Crest Height of 0.00 ft7. TOWER RATING: 103.3%

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Shirley, 844102

Page

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FDH Velocitel6521 Meridien Drive, Suite 107

Project

17PVWY1400

Date

12:36:56 01/31/17

Raleigh, North Carolina 27616Phone: 9197551012FAX: 9197551031

Client

Crown Castle USA, Inc.Designed by

Blake Wilson

Tower Input Data

The main tower is a 3x free standing tower with an overall height of 280.00 ft above the ground line.The base of the tower is set at an elevation of 0.00 ft above the ground line.The face width of the tower is 5.00 ft at the top and 28.00 ft at the base.This tower is designed using the TIA-222-G standard.The following design criteria apply:

Tower is located in Collier County, Florida.ASCE 7-10 Wind Data is used (wind speeds converted to nominal values).Basic wind speed of 126 mph.Structure Class II.Exposure Category B.Topographic Category 1.Crest Height 0.00 ft.Deflections calculated using a wind speed of 60 mph.Pressures are calculated at each section.Stress ratio used in tower member design is 1.Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.

Options

Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly RulesConsider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEAUse Moment Magnification √ Use Clear Spans For Wind Area √ SR Leg Bolts Resist Compression

√ Use Code Stress Ratios √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable√ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation

Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption

√ Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice ExemptionLeg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles

√ Secondary Horizontal Braces Leg Sort Capacity Reports By Component √ Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow

√ SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted SocketsSR Members Are Concentric

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Client


Blake Wilson

Leg BLeg C

Leg A

Face

AFace

B

Face C

Triangular To wer

Wind Norma l

Wind 90

Wind 180

Z

X

Tower Section Geometry

TowerSection

TowerElevation

ft

AssemblyDatabase

Description SectionWidth

ft

Numberof

Sections

SectionLength

ftT1 280.00-270.00 5.00 1 10.00T2 270.00-250.00 5.00 1 20.00T3 250.00-230.00 5.00 1 20.00T4 230.00-220.00 5.00 1 10.00T5 220.00-200.00 6.00 1 20.00T6 200.00-180.00 8.00 1 20.00T7 180.00-160.00 10.00 1 20.00T8 160.00-140.00 12.00 1 20.00T9 140.00-120.00 14.00 1 20.00

T10 120.00-100.00 16.00 1 20.00T11 100.00-80.00 18.00 1 20.00T12 80.00-60.00 20.00 1 20.00T13 60.00-40.00 22.00 1 20.00T14 40.00-20.00 24.00 1 20.00T15 20.00-0.00 26.00 1 20.00

Tower Section Geometry (cont’d)

TowerSection

TowerElevation

ft

DiagonalSpacing

ft

BracingType

HasK Brace

EndPanels

HasHorizontals

Top GirtOffset

in

Bottom GirtOffset

in

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Project

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Date

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Client


Blake Wilson

TowerSection

TowerElevation

ft

DiagonalSpacing

ft

BracingType

HasK Brace

EndPanels

HasHorizontals

Top GirtOffset

in

Bottom GirtOffset

inT1 280.00-270.00 2.48 X Brace No No 0.0000 1.0000T2 270.00-250.00 2.48 X Brace No No 1.0000 1.0000T3 250.00-230.00 2.48 X Brace No No 1.0000 1.0000T4 230.00-220.00 10.00 X Brace No No 0.0000 0.0000T5 220.00-200.00 10.00 X Brace No No 0.0000 0.0000T6 200.00-180.00 10.00 X Brace No No 0.0000 0.0000T7 180.00-160.00 10.00 X Brace No No 0.0000 0.0000T8 160.00-140.00 10.00 X Brace No No 0.0000 0.0000T9 140.00-120.00 10.00 X Brace No No 0.0000 0.0000

T10 120.00-100.00 10.00 X Brace No No 0.0000 0.0000T11 100.00-80.00 20.00 X Brace No No 0.0000 0.0000T12 80.00-60.00 20.00 X Brace No No 0.0000 0.0000T13 60.00-40.00 20.00 X Brace No No 0.0000 0.0000T14 40.00-20.00 20.00 X Brace No No 0.0000 0.0000T15 20.00-0.00 20.00 X Brace No No 0.0000 0.0000


TowerElevation

ft

LegType

LegSize

LegGrade

DiagonalType

DiagonalSize

DiagonalGrade

T1 280.00-270.00 Solid Round 2 1/2 A572-50(50 ksi)

Solid Round 1 A572-50(50 ksi)





T4 230.00-220.00 Truss Leg Pirod 105245 A572-50(50 ksi)

Equal Angle L2 1/2x2 1/2x3/16 A36(36 ksi)


Equal Angle L2 1/2x2 1/2x3/16 A36(36 ksi)


Equal Angle L3x3x3/16 A36(36 ksi)







T10120.00-100.00

Truss Leg Pirod 105220 A572-50(50 ksi)



Double EqualAngle

2L3 1/2x3 1/2x5/16x3/8 A36(36 ksi)


Double EqualAngle

2L3 1/2x3 1/2x5/16x3/8 A36(36 ksi)


Double EqualAngle

2L3 1/2x3 1/2x5/16x3/8 A36(36 ksi)


Double EqualAngle

2L3 1/2x3 1/2x5/16x3/8 A36(36 ksi)


Double EqualAngle

2L3 1/2x3 1/2x5/16x3/8 A36(36 ksi)

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TowerElevation

ft

Top GirtType

Top GirtSize

Top GirtGrade

Bottom GirtType

Bottom GirtSize

Bottom GirtGrade

T1 280.00-270.00 Solid Round 1 A572-50(50 ksi)







TowerElevation

ft

GussetArea

(per face)

ft2

GussetThickness

in

Gusset Grade Adjust. FactorAf

Adjust.Factor

Ar

Weight Mult. Double AngleStitch BoltSpacing

Diagonalsin

Double AngleStitch BoltSpacing

Horizontalsin

Double AngleStitch BoltSpacing

Redundantsin

T1280.00-270.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T2270.00-250.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T3250.00-230.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T4230.00-220.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T5220.00-200.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T6200.00-180.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T7180.00-160.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T8160.00-140.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T9140.00-120.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T10120.00-100.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T11100.00-80.00

0.00 0.0000 A36(36 ksi)

1 1 1 0.0000 36.0000 36.0000

T1280.00-60.00

0.00 0.0000 A36(36 ksi)

1 1 1 0.0000 36.0000 36.0000

T1360.00-40.00

0.00 0.0000 A36(36 ksi)

1 1 1 0.0000 36.0000 36.0000

T1440.00-20.00

0.00 0.0000 A36(36 ksi)

1 1 1 0.0000 36.0000 36.0000

T15 20.00-0.00 0.00 0.0000 A36(36 ksi)

1 1 1 0.0000 36.0000 36.0000


K Factors1

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Shirley, 844102

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Project

17PVWY1400

Date

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Client


Blake Wilson

TowerElevation

ft

CalcK

SingleAngles

CalcK

SolidRounds

Legs XBraceDiags

XY

KBraceDiags

XY

SingleDiags

XY

Girts

XY

Horiz.

XY

Sec.Horiz.

XY

InnerBrace

XY

T1280.00-270.00

Yes Yes 1 11

11

11

11

11

11

11

T2270.00-250.00

Yes Yes 1 11

11

11

11

11

11

11

T3250.00-230.00

Yes Yes 1 11

11

11

11

11

11

11

T4230.00-220.00

Yes Yes 1 11

11

11

11

11

11

11

T5220.00-200.00

Yes Yes 1 11

11

11

11

11

11

11

T6200.00-180.00

Yes Yes 1 11

11

11

11

11

11

11

T7180.00-160.00

Yes Yes 1 11

11

11

11

11

11

11

T8160.00-140.00

Yes Yes 1 11

11

11

11

11

11

11

T9140.00-120.00

Yes Yes 1 11

11

11

11

11

11

11

T10120.00-100.00

Yes Yes 1 11

11

11

11

11

11

11

T11100.00-80.00

Yes Yes 1 11

11

11

11

11

11

11

T1280.00-60.00

Yes Yes 1 11

11

11

11

11

11

11

T1360.00-40.00

Yes Yes 1 11

11

11

11

11

11

11

T1440.00-20.00

Yes Yes 1 11

11

11

11

11

11

11

T1520.00-0.00

Yes Yes 1 11

11

11

11

11

11

11

1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied tothe overall length.


Truss-Leg K FactorsTruss-Legs Used As Leg Members Truss-Legs Used As Inner Members

TowerElevation

ft

LegPanels

XBrace

Diagonals

ZBrace

Diagonals

LegPanels

XBrace

Diagonals

ZBrace

DiagonalsT4

230.00-220.001 0.5 0.85 1 0.5 0.85

T5220.00-200.00

1 0.5 0.85 1 0.5 0.85

T6200.00-180.00

1 0.5 0.85 1 0.5 0.85

T7180.00-160.00

1 0.5 0.85 1 0.5 0.85

T8160.00-140.00

1 0.5 0.85 1 0.5 0.85

T9140.00-120.00

1 0.5 0.85 1 0.5 0.85

T10120.00-100.00

1 0.5 0.85 1 0.5 0.85

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Project

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Client


Blake Wilson

T11100.00-80.00

1 0.5 0.85 1 0.5 0.85

T1280.00-60.00

1 0.5 0.85 1 0.5 0.85

T1360.00-40.00

1 0.5 0.85 1 0.5 0.85

T1440.00-20.00

1 0.5 0.85 1 0.5 0.85

T1520.00-0.00

1 0.5 0.85 1 0.5 0.85


TowerElevation

ft

Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal

Net WidthDeduct

in

U Net WidthDeduct

in

U Net WidthDeduct

in

U NetWidth

Deductin

U NetWidth

Deductin

U NetWidth

Deductin

U NetWidth

Deductin

U

T1280.00-270.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T2270.00-250.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T3250.00-230.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T4230.00-220.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T5220.00-200.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T6200.00-180.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T7180.00-160.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T8160.00-140.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T9140.00-120.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T10120.00-100.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T11100.00-80.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T1280.00-60.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T1360.00-40.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T1440.00-20.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T15 20.00-0.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75


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Project

17PVWY1400

Date

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Client


Blake Wilson

TowerElevation

ft

LegConnection

Type

Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal

Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No.

T1280.00-270.00

Sleeve DS 0.7500A325N

5 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T2270.00-250.00

Sleeve DS 0.7500A325N

5 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T3250.00-230.00

Flange 1.0000A325N

6 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T4230.00-220.00

Flange 1.0000A325N

6 1.0000A325N

1 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T5220.00-200.00

Flange 1.0000A325N

6 1.0000A325N

1 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T6200.00-180.00

Flange 1.0000A325N

6 1.0000A325N

1 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T7180.00-160.00

Flange 1.2500A325N

>1''

6 1.2500A325N

>1''

1 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T8160.00-140.00

Flange 1.2500A325N

>1''

6 1.2500A325N

>1''

1 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T9140.00-120.00

Flange 1.2500A325N

>1''

6 1.2500A325N

>1''

1 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T10120.00-100.00

Flange 1.2500A325N

>1''

6 1.2500A325N

>1''

1 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T11100.00-80.00

Flange 1.2500A325N

>1''

12 1.0000A325N

2 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T1280.00-60.00

Flange 1.2500A325N

>1''

12 1.0000A325N

2 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T1360.00-40.00

Flange 1.2500A325N

>1''

12 1.0000A325N

2 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T1440.00-20.00

Flange 1.2500A325N

>1''

12 1.0000A325N

2 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T15 20.00-0.00 Flange 1.2500A687

0 1.0000A325N

2 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Faceor

Leg

AllowShield

ComponentType

Placement

ft

FaceOffset

in

LateralOffset

(Frac FW)

# #Per

Row

ClearSpacing

in

Width orDiameter

in

Perimeter

in

Weight

plfT-Brackets A No Af (CaAa) 220.00 - 0.00 -8.0000 0.45 1 1 1.0000 1.0000 8.40T-Brackets B No Af (CaAa) 220.00 - 0.00 -8.0000 0.45 1 1 1.0000 1.0000 8.40T-Brackets C No Af (CaAa) 220.00 - 0.00 -8.0000 0.45 1 1 1.0000 1.0000 8.40

***LDF4-50A(

1/2'')A No Ar (CaAa) 264.00 - 0.00 -3.0000 0.47 1 1 0.5000 0.6250 0.15

***LDF2-50(3/8'') B No Ar (CaAa) 220.00 - 10.00 -9.0000 0.45 9 7 0.4400 0.4400 0.08

***FSJ4-50B(1/2) B No Ar (CaAa) 201.00 - 10.00 -9.0000 0.48 1 1 0.5000 0.5300 0.14

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Project

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Date

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Client


Blake Wilson

Description Faceor

Leg

AllowShield

ComponentType

Placement

ft

FaceOffset

in

LateralOffset

(Frac FW)

# #Per

Row

ClearSpacing

in

Width orDiameter

in

Perimeter

in

Weight

plf***

ATCB-B01-001(5/16'')

B No Ar (CaAa) 181.00 - 123.00 -4.0000 0.48 2 2 0.3150 0.3150 0.07

FXL-780(7/8'') B No Ar (CaAa) 181.00 - 0.00 -4.0000 0.43 4 4 0.5000 1.0900 0.25LDF7-50A(1-

5/8'')B No Ar (CaAa) 181.00 - 123.00 -7.0000 0.45 10 5 0.5000 1.9800 0.82

FB-L98-002-XXX( 3/8'')

B No Ar (CaAa) 181.00 - 0.00 -4.0000 0.48 3 3 0.3937 0.3937 0.06

RLSS 8AWGDC(3/4'')

B No Ar (CaAa) 181.00 - 0.00 -4.0000 0.46 5 3 0.5000 0.7350 0.49

***LDF7-50A(1-

5/8)C No Ar (CaAa) 171.00 - 0.00 -7.0000 0.44 18 9 0.5000 1.9800 0.82

MLE Hybrid3Power/6FiberRL 2( 1 1/4'')

C No Ar (CaAa) 171.00 - 0.00 -7.0000 0.4 2 1 0.5000 1.2500 0.68

***ATCB-B01-00

1(5/16'')B No Ar (CaAa) 123.00 - 0.00 -4.0000 0.48 3 3 0.3150 0.3150 0.07

LDF6-50A(1-1/4'')

B No Ar (CaAa) 123.00 - 0.00 -7.0000 0.415 4 2 0.5000 1.5500 0.66

LDF7-50A(1-5/8'')

B No Ar (CaAa) 123.00 - 0.00 -7.0000 0.45 14 7 0.5000 1.9800 0.82

Feed Line/Linear Appurtenances Section Areas

TowerSection

TowerElevation

ft

Face AR

ft2

AF

ft2

CAAA

In Faceft2

CAAA

Out Faceft2

Weight

KT1 280.00-270.00 A

BC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.000.000.00

T2 270.00-250.00 ABC

0.0000.0000.000

0.0000.0000.000

0.8750.0000.000

0.0000.0000.000

0.000.000.00

T3 250.00-230.00 ABC

0.0000.0000.000

0.0000.0000.000

1.2500.0000.000

0.0000.0000.000

0.000.000.00

T4 230.00-220.00 ABC

0.0000.0000.000

0.0000.0000.000

0.6250.0000.000

0.0000.0000.000

0.000.000.00

T5 220.00-200.00 ABC

0.0000.0000.000

0.0000.0000.000

4.58311.3063.333

0.0000.0000.000

0.170.180.17

T6 200.00-180.00 ABC

0.0000.0000.000

0.0000.0000.000

4.58315.2783.333

0.0000.0000.000

0.170.200.17

T7 180.00-160.00 ABC

0.0000.0000.000

0.0000.0000.000

4.58371.60645.287

0.0000.0000.000

0.170.420.35

T8 160.00-140.00 ABC

0.0000.0000.000

0.0000.0000.000

4.58371.60679.613

0.0000.0000.000

0.170.420.49

T9 140.00-120.00 ABC

0.0000.0000.000

0.0000.0000.000

4.58375.93679.613

0.0000.0000.000

0.170.440.49

T10 120.00-100.00 A 0.000 0.000 4.583 0.000 0.17

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Project

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Date

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Client


Blake Wilson

TowerSection

TowerElevation

ft

Face AR

ft2

AF

ft2

CAAA

In Faceft2

CAAA

Out Faceft2

Weight

KBC

0.0000.000

0.0000.000

100.47679.613

0.0000.000

0.540.49

T11 100.00-80.00 ABC

0.0000.0000.000

0.0000.0000.000

4.583100.47679.613

0.0000.0000.000

0.170.540.49

T12 80.00-60.00 ABC

0.0000.0000.000

0.0000.0000.000

4.583100.47679.613

0.0000.0000.000

0.170.540.49

T13 60.00-40.00 ABC

0.0000.0000.000

0.0000.0000.000

4.583100.47679.613

0.0000.0000.000

0.170.540.49

T14 40.00-20.00 ABC

0.0000.0000.000

0.0000.0000.000

4.583100.47679.613

0.0000.0000.000

0.170.540.49

T15 20.00-0.00 ABC

0.0000.0000.000

0.0000.0000.000

4.58395.98679.613

0.0000.0000.000

0.170.540.49

Feed Line Center of Pressure

Section Elevation

ft

CPX

in

CPZ

in

CPX

Icein

CPZ

Icein

T1 280.00-270.00 0.0000 0.0000 0.0000 0.0000T2 270.00-250.00 0.0203 -0.3242 0.0203 -0.3242T3 250.00-230.00 0.0285 -0.4551 0.0285 -0.4551T4 230.00-220.00 0.0135 -0.2499 0.0135 -0.2499T5 220.00-200.00 0.9916 0.5488 0.9916 0.5488T6 200.00-180.00 1.7964 0.9888 1.7964 0.9888T7 180.00-160.00 2.2405 4.8989 2.2405 4.8989T8 160.00-140.00 -0.0158 6.1992 -0.0158 6.1992T9 140.00-120.00 0.4118 6.8846 0.4118 6.8846

T10 120.00-100.00 2.4663 8.1609 2.4663 8.1609T11 100.00-80.00 2.8536 9.2624 2.8536 9.2624T12 80.00-60.00 3.1955 10.2151 3.1955 10.2151T13 60.00-40.00 3.5005 11.0521 3.5005 11.0521T14 40.00-20.00 3.8287 11.9647 3.8287 11.9647T15 20.00-0.00 3.4457 12.5443 3.4457 12.5443

Shielding Factor Ka

TowerSection

Feed LineRecord No.

Description Feed LineSegment Elev.

Ka

No IceKa

IceT2 5 LDF4-50A( 1/2") 250.00 -

264.000.6000 0.6000

T3 5 LDF4-50A( 1/2") 230.00 -250.00

0.6000 0.6000

T4 5 LDF4-50A( 1/2") 220.00 -230.00

0.6000 0.6000

T5 1 T-Brackets 200.00 -220.00

0.6000 0.6000

T5 2 T-Brackets 200.00 - 0.6000 0.6000

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Project

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Client


Blake Wilson

TowerSection

Feed LineRecord No.


Ka

No IceKa

Ice220.00

T5 3 T-Brackets 200.00 -220.00

0.6000 0.6000

T5 5 LDF4-50A( 1/2") 200.00 -220.00

0.6000 0.6000

T5 7 LDF2-50(3/8") 200.00 -220.00

0.6000 0.6000

T5 9 FSJ4-50B(1/2) 200.00 -201.00

0.6000 0.6000

T6 1 T-Brackets 180.00 -200.00

0.6000 0.6000

T6 2 T-Brackets 180.00 -200.00

0.6000 0.6000

T6 3 T-Brackets 180.00 -200.00

0.6000 0.6000

T6 5 LDF4-50A( 1/2") 180.00 -200.00

0.6000 0.6000

T6 7 LDF2-50(3/8") 180.00 -200.00

0.6000 0.6000

T6 9 FSJ4-50B(1/2) 180.00 -200.00

0.6000 0.6000

T6 11 ATCB-B01-001(5/16") 180.00 -181.00

0.6000 0.6000

T6 12 FXL-780(7/8") 180.00 -181.00

0.6000 0.6000

T6 13 LDF7-50A(1-5/8") 180.00 -181.00

0.6000 0.6000

T6 14 FB-L98-002-XXX( 3/8") 180.00 -181.00

0.6000 0.6000

T6 15 RLSS 8AWG DC(3/4") 180.00 -181.00

0.6000 0.6000

T7 1 T-Brackets 160.00 -180.00

0.6000 0.6000

T7 2 T-Brackets 160.00 -180.00

0.6000 0.6000

T7 3 T-Brackets 160.00 -180.00

0.6000 0.6000

T7 5 LDF4-50A( 1/2") 160.00 -180.00

0.6000 0.6000

T7 7 LDF2-50(3/8") 160.00 -180.00

0.6000 0.6000

T7 9 FSJ4-50B(1/2) 160.00 -180.00

0.6000 0.6000

T7 11 ATCB-B01-001(5/16") 160.00 -180.00

0.6000 0.6000

T7 12 FXL-780(7/8") 160.00 -180.00

0.6000 0.6000

T7 13 LDF7-50A(1-5/8") 160.00 -180.00

0.6000 0.6000

T7 14 FB-L98-002-XXX( 3/8") 160.00 -180.00

0.6000 0.6000

T7 15 RLSS 8AWG DC(3/4") 160.00 -180.00

0.6000 0.6000

T7 17 LDF7-50A(1-5/8) 160.00 -171.00

0.6000 0.6000

T7 18 MLE Hybrid 3Power/6FiberRL 2( 1 1/4")

160.00 -171.00

0.6000 0.6000

T8 1 T-Brackets 140.00 -160.00

0.6000 0.6000

T8 2 T-Brackets 140.00 -160.00

0.6000 0.6000

T8 3 T-Brackets 140.00 - 0.6000 0.6000

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Shirley, 844102

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11 of 33


Project

17PVWY1400

Date

12:36:56 01/31/17


Client


Blake Wilson

TowerSection

Feed LineRecord No.


Ka

No IceKa

Ice160.00

T8 5 LDF4-50A( 1/2") 140.00 -160.00

0.6000 0.6000

T8 7 LDF2-50(3/8") 140.00 -160.00

0.6000 0.6000

T8 9 FSJ4-50B(1/2) 140.00 -160.00

0.6000 0.6000

T8 11 ATCB-B01-001(5/16") 140.00 -160.00

0.6000 0.6000

T8 12 FXL-780(7/8") 140.00 -160.00

0.6000 0.6000

T8 13 LDF7-50A(1-5/8") 140.00 -160.00

0.6000 0.6000

T8 14 FB-L98-002-XXX( 3/8") 140.00 -160.00

0.6000 0.6000

T8 15 RLSS 8AWG DC(3/4") 140.00 -160.00

0.6000 0.6000

T8 17 LDF7-50A(1-5/8) 140.00 -160.00

0.6000 0.6000


140.00 -160.00

0.6000 0.6000

T9 1 T-Brackets 120.00 -140.00

0.6000 0.6000

T9 2 T-Brackets 120.00 -140.00

0.6000 0.6000

T9 3 T-Brackets 120.00 -140.00

0.6000 0.6000

T9 5 LDF4-50A( 1/2") 120.00 -140.00

0.6000 0.6000

T9 7 LDF2-50(3/8") 120.00 -140.00

0.6000 0.6000

T9 9 FSJ4-50B(1/2) 120.00 -140.00

0.6000 0.6000

T9 11 ATCB-B01-001(5/16") 123.00 -140.00

0.6000 0.6000

T9 12 FXL-780(7/8") 120.00 -140.00

0.6000 0.6000

T9 13 LDF7-50A(1-5/8") 123.00 -140.00

0.6000 0.6000

T9 14 FB-L98-002-XXX( 3/8") 120.00 -140.00

0.6000 0.6000

T9 15 RLSS 8AWG DC(3/4") 120.00 -140.00

0.6000 0.6000

T9 17 LDF7-50A(1-5/8) 120.00 -140.00

0.6000 0.6000


120.00 -140.00

0.6000 0.6000

T9 20 ATCB-B01-001(5/16") 120.00 -123.00

0.6000 0.6000

T9 21 LDF6-50A(1-1/4") 120.00 -123.00

0.6000 0.6000

T9 22 LDF7-50A(1-5/8") 120.00 -123.00

0.6000 0.6000

T10 1 T-Brackets 100.00 -120.00

0.6000 0.6000

T10 2 T-Brackets 100.00 -120.00

0.6000 0.6000

T10 3 T-Brackets 100.00 -120.00

0.6000 0.6000

T10 5 LDF4-50A( 1/2") 100.00 -120.00

0.6000 0.6000

T10 7 LDF2-50(3/8") 100.00 - 0.6000 0.6000

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Project

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Date

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Client


Blake Wilson

TowerSection

Feed LineRecord No.


Ka

No IceKa

Ice120.00

T10 9 FSJ4-50B(1/2) 100.00 -120.00

0.6000 0.6000

T10 12 FXL-780(7/8") 100.00 -120.00

0.6000 0.6000

T10 14 FB-L98-002-XXX( 3/8") 100.00 -120.00

0.6000 0.6000

T10 15 RLSS 8AWG DC(3/4") 100.00 -120.00

0.6000 0.6000

T10 17 LDF7-50A(1-5/8) 100.00 -120.00

0.6000 0.6000


100.00 -120.00

0.6000 0.6000

T10 20 ATCB-B01-001(5/16") 100.00 -120.00

0.6000 0.6000

T10 21 LDF6-50A(1-1/4") 100.00 -120.00

0.6000 0.6000

T10 22 LDF7-50A(1-5/8") 100.00 -120.00

0.6000 0.6000

T11 1 T-Brackets 80.00 - 100.00 0.6000 0.6000T11 2 T-Brackets 80.00 - 100.00 0.6000 0.6000T11 3 T-Brackets 80.00 - 100.00 0.6000 0.6000T11 5 LDF4-50A( 1/2") 80.00 - 100.00 0.6000 0.6000T11 7 LDF2-50(3/8") 80.00 - 100.00 0.6000 0.6000T11 9 FSJ4-50B(1/2) 80.00 - 100.00 0.6000 0.6000T11 12 FXL-780(7/8") 80.00 - 100.00 0.6000 0.6000T11 14 FB-L98-002-XXX( 3/8") 80.00 - 100.00 0.6000 0.6000T11 15 RLSS 8AWG DC(3/4") 80.00 - 100.00 0.6000 0.6000T11 17 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000T11 18 MLE Hybrid 3Power/6Fiber

RL 2( 1 1/4")80.00 - 100.00 0.6000 0.6000

T11 20 ATCB-B01-001(5/16") 80.00 - 100.00 0.6000 0.6000T11 21 LDF6-50A(1-1/4") 80.00 - 100.00 0.6000 0.6000T11 22 LDF7-50A(1-5/8") 80.00 - 100.00 0.6000 0.6000T12 1 T-Brackets 60.00 - 80.00 0.6000 0.6000T12 2 T-Brackets 60.00 - 80.00 0.6000 0.6000T12 3 T-Brackets 60.00 - 80.00 0.6000 0.6000T12 5 LDF4-50A( 1/2") 60.00 - 80.00 0.6000 0.6000T12 7 LDF2-50(3/8") 60.00 - 80.00 0.6000 0.6000T12 9 FSJ4-50B(1/2) 60.00 - 80.00 0.6000 0.6000T12 12 FXL-780(7/8") 60.00 - 80.00 0.6000 0.6000T12 14 FB-L98-002-XXX( 3/8") 60.00 - 80.00 0.6000 0.6000T12 15 RLSS 8AWG DC(3/4") 60.00 - 80.00 0.6000 0.6000T12 17 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000T12 18 MLE Hybrid 3Power/6Fiber

RL 2( 1 1/4")60.00 - 80.00 0.6000 0.6000


RL 2( 1 1/4")40.00 - 60.00 0.6000 0.6000

T13 20 ATCB-B01-001(5/16") 40.00 - 60.00 0.6000 0.6000

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Project

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Date

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Client


Blake Wilson

TowerSection

Feed LineRecord No.


Ka

No IceKa

IceT13 21 LDF6-50A(1-1/4") 40.00 - 60.00 0.6000 0.6000T13 22 LDF7-50A(1-5/8") 40.00 - 60.00 0.6000 0.6000T14 1 T-Brackets 20.00 - 40.00 0.6000 0.6000T14 2 T-Brackets 20.00 - 40.00 0.6000 0.6000T14 3 T-Brackets 20.00 - 40.00 0.6000 0.6000T14 5 LDF4-50A( 1/2") 20.00 - 40.00 0.6000 0.6000T14 7 LDF2-50(3/8") 20.00 - 40.00 0.6000 0.6000T14 9 FSJ4-50B(1/2) 20.00 - 40.00 0.6000 0.6000T14 12 FXL-780(7/8") 20.00 - 40.00 0.6000 0.6000T14 14 FB-L98-002-XXX( 3/8") 20.00 - 40.00 0.6000 0.6000T14 15 RLSS 8AWG DC(3/4") 20.00 - 40.00 0.6000 0.6000T14 17 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000T14 18 MLE Hybrid 3Power/6Fiber

RL 2( 1 1/4")20.00 - 40.00 0.6000 0.6000


RL 2( 1 1/4")0.00 - 20.00 0.6000 0.6000

T15 20 ATCB-B01-001(5/16") 0.00 - 20.00 0.6000 0.6000T15 21 LDF6-50A(1-1/4") 0.00 - 20.00 0.6000 0.6000T15 22 LDF7-50A(1-5/8") 0.00 - 20.00 0.6000 0.6000

Discrete Tower Loads

Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

Lightning Rod A From Leg 0.000.002.00

0.0000 280.00 No Ice 0.31 0.31 0.04

Flash Beacon Lighting A From Leg 0.000.000.00

0.0000 280.00 No Ice 2.70 2.70 0.05

*Sidemarker A From Leg 0.00

0.000.00

0.0000 140.00 No Ice 0.38 0.38 0.01

Sidemarker B From Leg 0.000.000.00

0.0000 140.00 No Ice 0.38 0.38 0.01

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Project

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Date

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Client


Blake Wilson

Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

Sidemarker C From Leg 0.000.000.00

0.0000 140.00 No Ice 0.38 0.38 0.01

***OG-4 A From Leg 6.00

0.007.00

0.0000 279.00 No Ice 3.17 3.17 0.02

OG-4 A From Leg 6.000.00-5.00

30.0000 279.00 No Ice 3.17 3.17 0.02

OG-4 A From Leg 6.000.00-5.00

-30.0000 279.00 No Ice 3.17 3.17 0.02

(2) P65-16-XLHH-RR w/Mount Pipe

C From Leg 6.000.001.00

0.0000 279.00 No Ice 8.37 6.36 0.09

Empty Mount Pipe A From Leg 11.000.000.00

0.0000 279.00 No Ice 1.40 1.40 0.03

(3) Empty Mount Pipe B From Leg 11.000.000.00

0.0000 279.00 No Ice 1.40 1.40 0.03

Empty Mount Pipe C From Leg 11.000.000.00

0.0000 279.00 No Ice 1.40 1.40 0.03

Sector Mount [SM 412-1] C None 0.0000 279.00 No Ice 70.47 70.47 3.08***

TFC2K-4 Bay A From Leg 1.000.000.00

0.0000 264.00 No Ice 23.50 23.50 0.36

***Pipe Mount [PM 601-1] B From Leg 0.50

0.000.00

0.0000 201.00 No Ice 3.00 0.90 0.07

******

(2) DBXCP-4545A-R2M w/Mount Pipe

A From Leg 4.000.00-2.00

0.0000 181.00 No Ice 7.03 4.22 0.05

(2) DBXCP-4545A-R2M w/Mount Pipe

B From Leg 4.000.00-2.00

0.0000 181.00 No Ice 7.03 4.22 0.05

SBJAH4-1D65B-DL w/Mount Pipe

A From Leg 4.000.00-2.00

0.0000 181.00 No Ice 9.69 7.96 0.09


B From Leg 4.000.00-2.00

0.0000 181.00 No Ice 9.69 7.96 0.09

SBNHH-1D65B w/ MountPipe

A From Leg 4.000.00-2.00

0.0000 181.00 No Ice 8.62 7.30 0.07


B From Leg 4.000.00-2.00

0.0000 181.00 No Ice 8.62 7.30 0.07

(2) RRUS 11 A From Leg 4.000.00-2.00

0.0000 181.00 No Ice 2.78 1.19 0.05

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Project

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Date

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Client


Blake Wilson

Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

(2) RRUS 11 B From Leg 4.000.00-2.00

0.0000 181.00 No Ice 2.78 1.19 0.05

RRUS 12 A From Leg 4.000.00-2.00

0.0000 181.00 No Ice 3.15 1.29 0.06

RRUS 12 B From Leg 4.000.00-2.00

0.0000 181.00 No Ice 3.15 1.29 0.06

RRUS A2 A From Leg 4.000.00-2.00

0.0000 181.00 No Ice 2.07 0.50 0.02

RRUS A2 B From Leg 4.000.00-2.00

0.0000 181.00 No Ice 2.07 0.50 0.02

RRUS 32 B30 A From Leg 4.000.00-2.00

0.0000 181.00 No Ice 2.74 1.67 0.05

RRUS 32 B30 B From Leg 4.000.00-2.00

0.0000 181.00 No Ice 2.74 1.67 0.05

RRUS 32 B66 A From Leg 4.000.00-2.00

0.0000 181.00 No Ice 2.74 1.67 0.05

RRUS 32 B66 B From Leg 4.000.00-2.00

0.0000 181.00 No Ice 2.74 1.67 0.05

(2) E15S09P78 A From Leg 4.000.00-2.00

0.0000 181.00 No Ice 0.75 0.34 0.02

(2) E15S09P78 B From Leg 4.000.00-2.00

0.0000 181.00 No Ice 0.75 0.34 0.02

DC6-48-60-18-8C B From Leg 4.000.00-2.00

0.0000 181.00 No Ice 1.14 1.14 0.00

(2) DC6-48-60-18-8F A From Leg 4.000.00-2.00

0.0000 181.00 No Ice 0.92 0.92 0.03

(3) DC2-48-60-0-9E B From Leg 4.000.00-2.00

0.0000 181.00 No Ice 0.93 0.55 0.02

Sector Mount [SM 1306-1] A None 0.0000 181.00 No Ice 31.60 12.20 0.76Sector Mount [SM 1306-1] B None 0.0000 181.00 No Ice 31.60 12.20 0.76

***(2) X7CQAP-86-865-VRO

w/ Mount PipeA From Leg 3.00

0.000.00

0.0000 171.00 No Ice 8.41 5.34 0.05

(2) X7CQAP-86-865-VROw/ Mount Pipe

B From Leg 3.000.000.00

0.0000 171.00 No Ice 8.41 5.34 0.05

(2) X7CQAP-86-865-VROw/ Mount Pipe

C From Leg 3.000.000.00

0.0000 171.00 No Ice 8.41 5.34 0.05

X7CAP-865-22 w/ MountPipe

A From Leg 3.000.000.00

0.0000 171.00 No Ice 12.09 9.79 0.09

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Project

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Date

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Client


Blake Wilson

Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

X7CAP-880-22i-bot w/Mount Pipe

B From Leg 3.000.000.00

0.0000 171.00 No Ice 13.68 10.96 0.08

X7CAP-880-22i-bot w/Mount Pipe

C From Leg 3.000.000.00

0.0000 171.00 No Ice 13.68 10.96 0.08

(2) RRUS12/RRUS A2 A From Leg 3.000.000.00

0.0000 171.00 No Ice 3.14 1.84 0.07

(2) RRUS12/RRUS A2 B From Leg 3.000.000.00

0.0000 171.00 No Ice 3.14 1.84 0.07

(2) RRUS12/RRUS A2 C From Leg 3.000.000.00

0.0000 171.00 No Ice 3.14 1.84 0.07

ATSBT-TOP-MF-4G A From Leg 3.000.000.00

0.0000 171.00 No Ice 0.17 0.09 0.00

ATSBT-TOP-MF-4G B From Leg 3.000.000.00

0.0000 171.00 No Ice 0.17 0.09 0.00

ATSBT-TOP-MF-4G C From Leg 3.000.000.00

0.0000 171.00 No Ice 0.17 0.09 0.00

RC3DC-3315-PF-48 B From Leg 1.500.000.00

0.0000 171.00 No Ice 2.48 1.35 0.03

RC3DC-3315-PF-48 C From Leg 1.500.000.00

0.0000 171.00 No Ice 2.48 1.35 0.03

Sector Mount [SM 1306-3] C None 0.0000 171.00 No Ice 49.30 49.30 2.29***(2)

MB72RR80VDPALQ_R12w/ Mount Pipe

C From Leg 4.000.005.00

0.0000 123.00 No Ice 8.37 6.95 0.06


C From Leg 4.000.005.00

0.0000 123.00 No Ice 9.69 7.96 0.09


C From Leg 4.000.005.00

0.0000 123.00 No Ice 8.62 7.30 0.07

(2) RRUS 11 C From Leg 4.000.005.00

0.0000 123.00 No Ice 2.78 1.19 0.05

RRUS 12 C From Leg 4.000.005.00

0.0000 123.00 No Ice 3.15 1.29 0.06

RRUS A2 C From Leg 4.000.005.00

0.0000 123.00 No Ice 2.07 0.50 0.02

RRUS 32 B66 C From Leg 4.000.005.00

0.0000 123.00 No Ice 2.74 1.67 0.05

RRUS 32 B30 C From Leg 4.000.005.00

0.0000 123.00 No Ice 2.74 1.67 0.05

(2) LGP 17201 C From Leg 4.00 0.0000 123.00 No Ice 1.67 0.47 0.03

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Project

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Date

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Client


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Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

0.005.00

(2) LGP21902 C From Leg 4.000.005.00

0.0000 123.00 No Ice 0.23 0.16 0.01

(3) DC2-48-60-0-9E C From Leg 4.000.005.00

0.0000 123.00 No Ice 0.93 0.55 0.02

Sector Mount [SM 1306-1] C None 0.0000 123.00 No Ice 31.60 12.20 0.76

Dishes

Description Faceor

Leg

DishType

OffsetType

Offsets:Horz

LateralVert

ft

AzimuthAdjustment

°

3 dBBeamWidth

°

Elevation

ft

OutsideDiameter

ft

ApertureArea

ft2

Weight

KVHLP2.5-10W B Paraboloid

w/Shroud (HP)FromLeg

1.000.000.00

-84.0000 201.00 2.92 No Ice 6.68 0.05

Truss-Leg Properties

SectionDesignation

Area

in2

AreaIce

in2

SelfWeight

K

IceWeight

K

Equiv.Diameter

in

Equiv.Diameter

Icein

LegArea

in2

Pirod 105245 1090.3344 1090.3344 0.64 0.00 7.5718 7.5718 5.3014Pirod 105218 2441.6826 2441.6826 0.70 0.00 8.4781 8.4781 7.2158Pirod 105218 2441.6826 2441.6826 0.70 0.00 8.4781 8.4781 7.2158Pirod 105219 2620.2715 2620.2715 1.05 0.00 9.0982 9.0982 9.4248Pirod 105219 2620.2715 2620.2715 1.05 0.00 9.0982 9.0982 9.4248Pirod 105220 2757.8509 2757.8509 1.22 0.00 9.5759 9.5759 11.9282Pirod 105220 2757.8509 2757.8509 1.22 0.00 9.5759 9.5759 11.9282Pirod 112743 3389.3479 3389.3479 1.68 0.00 11.7686 11.7686 14.7262Pirod 112743 3389.3479 3389.3479 1.68 0.00 11.7686 11.7686 14.7262Pirod 112744 3520.4700 3520.4700 1.88 0.00 12.2239 12.2239 17.8187Pirod 112744 3520.4700 3520.4700 1.88 0.00 12.2239 12.2239 17.8187Pirod 112740 3701.5410 3701.5410 2.15 0.00 12.8526 12.8526 21.2058

Load Combinations

Comb.No.

Description

1 Dead Only

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Client


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Comb.No.

Description

2 1.2 Dead+1.6 Wind 0 deg - No Ice3 0.9 Dead+1.6 Wind 0 deg - No Ice4 1.2 Dead+1.6 Wind 30 deg - No Ice5 0.9 Dead+1.6 Wind 30 deg - No Ice6 1.2 Dead+1.6 Wind 60 deg - No Ice7 0.9 Dead+1.6 Wind 60 deg - No Ice8 1.2 Dead+1.6 Wind 90 deg - No Ice9 0.9 Dead+1.6 Wind 90 deg - No Ice

10 1.2 Dead+1.6 Wind 120 deg - No Ice11 0.9 Dead+1.6 Wind 120 deg - No Ice12 1.2 Dead+1.6 Wind 150 deg - No Ice13 0.9 Dead+1.6 Wind 150 deg - No Ice14 1.2 Dead+1.6 Wind 180 deg - No Ice15 0.9 Dead+1.6 Wind 180 deg - No Ice16 1.2 Dead+1.6 Wind 210 deg - No Ice17 0.9 Dead+1.6 Wind 210 deg - No Ice18 1.2 Dead+1.6 Wind 240 deg - No Ice19 0.9 Dead+1.6 Wind 240 deg - No Ice20 1.2 Dead+1.6 Wind 270 deg - No Ice21 0.9 Dead+1.6 Wind 270 deg - No Ice22 1.2 Dead+1.6 Wind 300 deg - No Ice23 0.9 Dead+1.6 Wind 300 deg - No Ice24 1.2 Dead+1.6 Wind 330 deg - No Ice25 0.9 Dead+1.6 Wind 330 deg - No Ice26 Dead+Wind 0 deg - Service27 Dead+Wind 30 deg - Service28 Dead+Wind 60 deg - Service29 Dead+Wind 90 deg - Service30 Dead+Wind 120 deg - Service31 Dead+Wind 150 deg - Service32 Dead+Wind 180 deg - Service33 Dead+Wind 210 deg - Service34 Dead+Wind 240 deg - Service35 Dead+Wind 270 deg - Service36 Dead+Wind 300 deg - Service37 Dead+Wind 330 deg - Service

Maximum Member Forces

SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftT1 280 - 270 Leg Max Tension 7 13.27 0.24 -0.17

Max. Compression 18 -16.80 0.02 -0.01Max. Mx 8 -1.43 1.14 0.01Max. My 14 -2.19 0.00 1.30Max. Vy 10 3.20 -0.02 -0.01Max. Vx 2 -3.59 0.00 0.02

Diagonal Max Tension 4 3.36 0.00 0.00Max. Compression 16 -3.37 0.00 0.00

Max. Mx 18 -0.21 -0.00 0.00Max. My 4 -3.32 -0.00 -0.00Max. Vy 18 0.01 -0.00 0.00Max. Vx 4 -0.00 0.00 0.00

Top Girt Max Tension 19 0.20 0.00 0.00Max. Compression 6 -0.21 0.00 0.00

Max. Mx 2 -0.11 0.01 0.00Max. Vy 2 0.01 0.00 0.00

Bottom Girt Max Tension 6 0.17 0.00 0.00

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Project

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Client


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SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftMax. Compression 19 -0.16 0.00 0.00

Max. Mx 2 0.09 0.01 0.00Max. Vy 2 0.01 0.00 0.00

T2 270 - 250 Leg Max Tension 7 54.69 0.26 -0.23Max. Compression 18 -59.39 0.08 -0.04

Max. Mx 8 -2.29 0.42 0.00Max. My 14 52.47 -0.04 0.33Max. Vy 10 4.09 -0.07 -0.04Max. Vx 2 -4.91 0.00 0.09


Max. Mx 18 4.29 -0.01 0.00Max. My 18 -2.55 -0.00 0.00Max. Vy 18 0.01 -0.01 0.00Max. Vx 18 0.00 0.00 0.00


Max. Mx 2 -0.00 0.01 0.00Max. Vy 2 0.01 0.00 0.00

Bottom Girt Max Tension 6 0.38 0.00 0.00Max. Compression 19 -0.35 0.00 0.00

Max. Mx 2 0.20 0.01 0.00Max. Vy 2 0.01 0.00 0.00

T3 250 - 230 Leg Max Tension 7 104.57 -0.63 0.35Max. Compression 18 -110.53 1.01 -0.64

Max. Mx 18 -110.53 1.01 -0.64Max. My 2 -108.62 -0.02 1.18Max. Vy 10 4.31 -1.00 -0.61Max. Vx 2 -5.16 -0.02 1.18


Max. Mx 18 4.40 -0.01 0.00Max. My 6 -4.32 -0.00 -0.00Max. Vy 18 0.01 -0.01 0.00Max. Vx 6 -0.00 0.00 0.00


Max. Mx 2 0.05 0.01 0.00Max. Vy 2 0.01 0.00 0.00

Bottom Girt Max Tension 6 1.05 0.00 0.00Max. Compression 19 -0.99 0.00 0.00

Max. Mx 2 0.53 0.01 0.00Max. Vy 2 0.01 0.00 0.00


Max. Mx 6 101.68 -5.37 0.18Max. My 20 -2.52 -0.26 -9.13Max. Vy 6 0.62 -5.37 0.18Max. Vx 20 1.05 -0.26 -9.13


Max. Mx 6 1.06 0.08 0.00Max. My 4 -2.49 -0.06 0.03Max. Vy 20 -0.02 0.07 0.00Max. Vx 4 -0.01 0.00 0.00


Max. Mx 18 -128.40 5.58 -0.06Max. My 20 -3.03 -0.26 -9.13Max. Vy 14 0.36 -5.08 -0.20Max. Vx 20 -0.72 -0.26 -9.13

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Project

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Client


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SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftDiagonal Max Tension 18 4.37 0.00 0.00

Max. Compression 5 -4.25 0.00 0.00Max. Mx 18 1.93 0.06 -0.01Max. My 6 1.29 0.03 0.01Max. Vy 18 -0.02 0.06 -0.01Max. Vx 6 -0.00 0.00 0.00

T6 200 - 180 Leg Max Tension 7 138.48 -4.57 -0.01Max. Compression 18 -150.37 4.51 0.01

Max. Mx 19 -148.69 5.27 -0.01Max. My 17 -2.93 -0.09 6.35Max. Vy 22 2.84 -5.20 0.42Max. Vx 2 2.72 -2.63 -2.89


Max. Mx 18 3.38 0.08 -0.01Max. My 8 4.21 0.07 0.01Max. Vy 18 -0.02 0.08 -0.01Max. Vx 8 -0.00 0.00 0.00

T7 180 - 160 Leg Max Tension 7 173.78 -4.05 0.03Max. Compression 18 -193.74 6.95 0.03

Max. Mx 11 -190.57 7.00 0.24Max. My 17 -7.43 0.01 7.05Max. Vy 6 2.26 -4.07 0.03Max. Vx 4 2.35 0.00 -3.63


Max. Mx 6 9.82 0.07 0.00Max. My 12 -12.59 -0.01 0.01Max. Vy 6 0.02 0.07 0.00Max. Vx 12 -0.00 0.00 0.00


Max. Mx 11 -217.88 7.00 0.24Max. My 17 -8.02 0.01 7.05Max. Vy 3 0.51 6.99 -0.27Max. Vx 16 0.43 0.00 7.05


Max. Mx 10 9.75 0.12 0.01Max. My 12 -13.41 -0.01 0.01Max. Vy 10 -0.04 0.12 0.01Max. Vx 12 -0.00 0.00 0.00


Max. Mx 6 264.65 -6.32 -0.04Max. My 12 -16.88 -0.29 -7.24Max. Vy 6 1.30 -6.32 -0.04Max. Vx 12 1.79 -0.29 -7.24


Max. Mx 10 11.75 0.18 -0.01Max. My 14 10.14 0.11 0.02Max. Vy 10 -0.05 0.18 -0.01Max. Vx 14 -0.00 0.00 0.00


Max. Mx 19 -358.07 13.25 0.31Max. My 12 -19.68 -0.10 -12.19Max. Vy 6 1.10 -12.96 -0.31Max. Vx 17 -1.32 -0.12 12.17

Diagonal Max Tension 9 16.21 0.00 0.00

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Client


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SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftMax. Compression 20 -16.48 0.00 0.00

Max. Mx 14 11.49 0.19 -0.00Max. My 20 -15.31 -0.00 0.03Max. Vy 14 0.05 0.19 -0.00Max. Vx 20 -0.00 0.00 0.00


Max. Mx 14 349.14 -13.39 0.04Max. My 16 -20.91 -0.57 21.02Max. Vy 22 0.61 -13.38 0.18Max. Vx 16 -1.05 -0.57 21.02


Max. Mx 14 18.89 -0.50 0.00Max. My 20 -22.40 -0.13 -0.11Max. Vy 14 -0.12 -0.50 0.00Max. Vx 20 0.01 0.00 0.00


Max. Mx 19 -455.72 15.67 0.21Max. My 16 -22.80 -0.57 21.02Max. Vy 22 0.66 -15.42 0.18Max. Vx 16 0.98 -0.57 21.02


Max. Mx 14 18.12 -0.53 -0.07Max. My 18 18.45 -0.46 -0.08Max. Vy 14 -0.13 -0.53 -0.07Max. Vx 18 0.01 0.00 0.00


Max. Mx 18 -516.28 16.76 0.17Max. My 16 -25.90 -0.22 12.92Max. Vy 22 -0.55 -15.42 0.18Max. Vx 16 0.70 -0.22 12.92


Max. Mx 14 18.86 -0.55 -0.06Max. My 18 17.40 -0.51 -0.07Max. Vy 14 -0.14 -0.55 -0.06Max. Vx 18 0.01 0.00 0.00


Max. Mx 18 -569.61 16.76 0.17Max. My 16 -32.67 -1.38 28.69Max. Vy 2 0.57 16.69 -0.05Max. Vx 16 -1.42 -1.38 28.69


Max. Mx 14 17.58 -0.60 0.04Max. My 20 -23.04 -0.32 -0.09Max. Vy 14 -0.15 -0.60 0.04Max. Vx 20 0.01 0.00 0.00


Max. Mx 14 530.58 -15.45 0.00Max. My 16 -33.50 -1.38 28.69Max. Vy 22 -1.29 -15.44 0.21Max. Vx 16 1.93 -1.38 28.69


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Project

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SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftMax. Mx 16 22.59 -0.62 -0.13Max. My 16 22.59 -0.62 -0.13Max. Vy 16 -0.16 -0.62 -0.13Max. Vx 16 0.01 0.00 0.00

Maximum Reactions

Location Condition Gov.Load

Comb.

VerticalK

Horizontal, XK

Horizontal, ZK

Leg C Max. Vert 18 648.99 61.13 -34.13Max. Hx 18 648.99 61.13 -34.13Max. Hz 7 -560.14 -53.93 30.12

Min. Vert 7 -560.14 -53.93 30.12Min. Hx 7 -560.14 -53.93 30.12Min. Hz 18 648.99 61.13 -34.13

Leg B Max. Vert 10 647.90 -60.91 -34.25Max. Hx 23 -559.62 53.78 30.24Max. Hz 23 -559.62 53.78 30.24

Min. Vert 23 -559.62 53.78 30.24Min. Hx 10 647.90 -60.91 -34.25Min. Hz 10 647.90 -60.91 -34.25

Leg A Max. Vert 2 645.01 0.13 69.77Max. Hx 20 34.22 4.80 2.90Max. Hz 2 645.01 0.13 69.77

Min. Vert 15 -561.48 -0.12 -61.73Min. Hx 9 27.91 -4.81 2.39Min. Hz 15 -561.48 -0.12 -61.73

Tower Mast Reaction Summary

LoadCombination

Vertical

K

Shearx

K

Shearz

K

OverturningMoment, Mx

kip-ft

OverturningMoment, Mz

kip-ft

Torque

kip-ftDead Only 93.37 0.00 0.00 29.90 -1.12 0.001.2 Dead+1.6 Wind 0 deg - NoIce

112.05 0.14 -108.69 -14734.97 -22.04 6.66

0.9 Dead+1.6 Wind 0 deg - NoIce

84.03 0.14 -108.69 -14743.94 -21.70 6.66


112.05 54.00 -93.29 -12605.23 -7316.64 30.52


84.03 54.00 -93.29 -12614.20 -7316.31 30.52


112.05 90.31 -52.13 -7100.56 -12363.88 43.66


84.03 90.31 -52.13 -7109.53 -12363.55 43.66


112.05 107.88 -0.16 11.48 -14622.41 45.23


84.03 107.88 -0.16 2.51 -14622.08 45.23

1.2 Dead+1.6 Wind 120 deg -No Ice

112.05 94.29 54.24 7407.03 -12818.92 36.85

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Project

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Client


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LoadCombination

Vertical

K

Shearx

K

Shearz

K

OverturningMoment, Mx

kip-ft

OverturningMoment, Mz

kip-ft

Torque

kip-ft0.9 Dead+1.6 Wind 120 deg -No Ice

84.03 94.29 54.24 7398.06 -12818.59 36.85


112.05 53.76 93.31 12688.67 -7282.00 17.23


84.03 53.76 93.31 12679.70 -7281.67 17.23


112.05 -0.18 104.15 14303.27 26.56 -6.22


84.03 -0.18 104.15 14294.29 26.90 -6.22


112.05 -54.06 93.37 12692.87 7325.50 -31.03


84.03 -54.06 93.37 12683.90 7325.83 -31.03


112.05 -94.39 54.51 7447.22 12826.29 -47.22


84.03 -94.39 54.51 7438.25 12826.63 -47.22


112.05 -107.92 0.24 75.89 14627.99 -45.86


84.03 -107.92 0.24 66.92 14628.32 -45.86


112.05 -90.26 -51.97 -7082.55 12359.08 -34.53


84.03 -90.26 -51.97 -7091.52 12359.41 -34.53


112.05 -53.81 -93.27 -12608.95 7290.84 -17.46


84.03 -53.81 -93.27 -12617.92 7291.17 -17.46

Dead+Wind 0 deg - Service 93.37 0.02 -15.40 -2063.47 -4.05 0.94Dead+Wind 30 deg - Service 93.37 7.65 -13.22 -1761.64 -1037.86 4.33Dead+Wind 60 deg - Service 93.37 12.80 -7.39 -981.50 -1753.18 6.19Dead+Wind 90 deg - Service 93.37 15.29 -0.02 26.45 -2073.26 6.41Dead+Wind 120 deg - Service 93.37 13.36 7.69 1074.57 -1817.67 5.22Dead+Wind 150 deg - Service 93.37 7.62 13.22 1823.10 -1032.96 2.44Dead+Wind 180 deg - Service 93.37 -0.03 14.76 2051.92 2.84 -0.88Dead+Wind 210 deg - Service 93.37 -7.66 13.23 1823.69 1037.27 -4.40Dead+Wind 240 deg - Service 93.37 -13.38 7.73 1080.26 1816.86 -6.69Dead+Wind 270 deg - Service 93.37 -15.30 0.03 35.57 2072.20 -6.50Dead+Wind 300 deg - Service 93.37 -12.79 -7.36 -978.94 1750.64 -4.89Dead+Wind 330 deg - Service 93.37 -7.63 -13.22 -1762.16 1032.36 -2.48

Solution Summary

LoadComb.

Sum of Applied Forces Sum of Reactions% ErrorPX

KPYK

PZK

PXK

PYK

PZK

1 0.00 -93.37 0.00 0.00 93.37 -0.00 0.000%2 0.14 -112.05 -108.69 -0.14 112.05 108.69 0.000%3 0.14 -84.03 -108.69 -0.14 84.03 108.69 0.000%4 54.00 -112.05 -93.29 -54.00 112.05 93.29 0.000%5 54.00 -84.03 -93.29 -54.00 84.03 93.29 0.000%6 90.31 -112.05 -52.13 -90.31 112.05 52.13 0.000%7 90.31 -84.03 -52.13 -90.31 84.03 52.13 0.000%8 107.88 -112.05 -0.16 -107.88 112.05 0.16 0.000%9 107.88 -84.03 -0.16 -107.88 84.03 0.16 0.000%

10 94.29 -112.05 54.24 -94.29 112.05 -54.24 0.000%

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Client


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LoadComb.

Sum of Applied Forces Sum of Reactions% ErrorPX

KPYK

PZK

PXK

PYK

PZK

11 94.29 -84.03 54.24 -94.29 84.03 -54.24 0.000%12 53.76 -112.05 93.31 -53.76 112.05 -93.31 0.000%13 53.76 -84.03 93.31 -53.76 84.03 -93.31 0.000%14 -0.18 -112.05 104.15 0.18 112.05 -104.15 0.000%15 -0.18 -84.03 104.15 0.18 84.03 -104.15 0.000%16 -54.06 -112.05 93.37 54.06 112.05 -93.37 0.000%17 -54.06 -84.03 93.37 54.06 84.03 -93.37 0.000%18 -94.39 -112.05 54.51 94.39 112.05 -54.51 0.000%19 -94.39 -84.03 54.51 94.39 84.03 -54.51 0.000%20 -107.92 -112.05 0.24 107.92 112.05 -0.24 0.000%21 -107.92 -84.03 0.24 107.92 84.03 -0.24 0.000%22 -90.26 -112.05 -51.97 90.26 112.05 51.97 0.000%23 -90.26 -84.03 -51.97 90.26 84.03 51.97 0.000%24 -53.81 -112.05 -93.27 53.81 112.05 93.27 0.000%25 -53.81 -84.03 -93.27 53.81 84.03 93.27 0.000%26 0.02 -93.37 -15.40 -0.02 93.37 15.40 0.000%27 7.65 -93.37 -13.22 -7.65 93.37 13.22 0.000%28 12.80 -93.37 -7.39 -12.80 93.37 7.39 0.000%29 15.29 -93.37 -0.02 -15.29 93.37 0.02 0.000%30 13.36 -93.37 7.69 -13.36 93.37 -7.69 0.000%31 7.62 -93.37 13.22 -7.62 93.37 -13.22 0.000%32 -0.03 -93.37 14.76 0.03 93.37 -14.76 0.000%33 -7.66 -93.37 13.23 7.66 93.37 -13.23 0.000%34 -13.38 -93.37 7.73 13.38 93.37 -7.73 0.000%35 -15.30 -93.37 0.03 15.30 93.37 -0.03 0.000%36 -12.79 -93.37 -7.36 12.79 93.37 7.36 0.000%37 -7.63 -93.37 -13.22 7.63 93.37 13.22 0.000%

Maximum Tower Deflections - Service Wind

SectionNo.

Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°T1 280 - 270 6.0655 34 0.2289 0.0371T2 270 - 250 5.5826 34 0.2274 0.0350T3 250 - 230 4.6407 34 0.2135 0.0255T4 230 - 220 3.7935 30 0.1813 0.0138T5 220 - 200 3.4308 30 0.1634 0.0078T6 200 - 180 2.7860 30 0.1415 0.0059T7 180 - 160 2.2285 34 0.1215 0.0054T8 160 - 140 1.7317 34 0.1062 0.0033T9 140 - 120 1.3066 34 0.0891 0.0031

T10 120 - 100 0.9462 34 0.0748 0.0029T11 100 - 80 0.6425 34 0.0594 0.0021T12 80 - 60 0.4070 34 0.0463 0.0017T13 60 - 40 0.2318 34 0.0327 0.0013T14 40 - 20 0.1071 34 0.0213 0.0008T15 20 - 0 0.0287 34 0.0097 0.0004

Critical Deflections and Radius of Curvature - Service Wind

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Client


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Elevation

ft

Appurtenance Gov.Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius ofCurvature

ft280.00 Lightning Rod 34 6.0655 0.2289 0.0371 492055279.00 OG-4 34 6.0171 0.2288 0.0370 492055264.00 TFC2K-4 Bay 34 5.2951 0.2251 0.0327 122985201.00 VHLP2.5-10W 30 2.8160 0.1424 0.0059 50502181.00 (2) DBXCP-4545A-R2M w/ Mount

Pipe34 2.2548 0.1224 0.0055 92633

171.00 (2) X7CQAP-86-865-VRO w/Mount Pipe

34 1.9973 0.1144 0.0041 76298

140.00 Sidemarker 34 1.3066 0.0891 0.0031 73040123.00 (2) MB72RR80VDPALQ_R12 w/

Mount Pipe34 0.9967 0.0769 0.0029 91103

Maximum Tower Deflections - Design Wind

SectionNo.

Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°T1 280 - 270 42.7638 18 1.6135 0.2619T2 270 - 250 39.3578 18 1.6040 0.2471T3 250 - 230 32.7072 18 1.5077 0.1797T4 230 - 220 26.7090 18 1.2804 0.0975T5 220 - 200 24.1402 18 1.1540 0.0548T6 200 - 180 19.5898 18 0.9960 0.0416T7 180 - 160 15.6621 18 0.8527 0.0383T8 160 - 140 12.1590 18 0.7457 0.0235T9 140 - 120 9.1698 18 0.6253 0.0218

T10 120 - 100 6.6412 18 0.5240 0.0203T11 100 - 80 4.5107 18 0.4163 0.0150T12 80 - 60 2.8589 18 0.3242 0.0119T13 60 - 40 1.6292 18 0.2294 0.0089T14 40 - 20 0.7534 18 0.1495 0.0060T15 20 - 0 0.2020 18 0.0678 0.0030

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft

Appurtenance Gov.Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius ofCurvature

ft280.00 Lightning Rod 18 42.7638 1.6135 0.2619 77408279.00 OG-4 18 42.4227 1.6130 0.2608 77408264.00 TFC2K-4 Bay 18 37.3281 1.5885 0.2310 18072201.00 VHLP2.5-10W 18 19.8010 1.0030 0.0415 7172181.00 (2) DBXCP-4545A-R2M w/ Mount

Pipe18 15.8479 0.8591 0.0391 13512

171.00 (2) X7CQAP-86-865-VRO w/Mount Pipe

18 14.0306 0.8025 0.0289 10970

140.00 Sidemarker 18 9.1698 0.6253 0.0218 10433123.00 (2) MB72RR80VDPALQ_R12 w/

Mount Pipe18 6.9955 0.5392 0.0206 12962

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Bolt Design Data

SectionNo.

Elevation

ft

ComponentType

BoltGrade

Bolt Size

in

NumberOf

Bolts

MaximumLoad per

BoltK

AllowableLoad

K

RatioLoad

Allowable

AllowableRatio

Criteria

T1 280 Leg A325N 0.7500 5 3.36 35.780.094

1 Bolt DS

T2 270 Leg A325N 0.7500 5 11.88 35.780.332

1 Bolt DS

T3 250 Leg A325N 1.0000 6 17.43 53.010.329

1 Bolt Tension

T4 230 Leg A325N 1.0000 6 17.14 53.010.323

1 Bolt Tension

Diagonal A325N 1.0000 1 5.45 10.660.511

1 Member BlockShear

T5 220 Leg A325N 1.0000 6 19.99 53.010.377

1 Bolt Tension

Diagonal A325N 1.0000 1 4.37 10.660.410

1 Member BlockShear

T6 200 Leg A325N 1.0000 6 23.08 53.010.435

1 Bolt Tension

Diagonal A325N 1.0000 1 5.12 11.680.439

1 Member BlockShear

T7 180 Leg A325N>1''

1.2500 6 28.96 72.480.400

1 Bolt Tension

Diagonal A325N>1''

1.2500 1 12.54 12.18 1.029 1 Member BlockShear

T8 160 Leg A325N>1''

1.2500 6 37.09 72.480.512

1 Bolt Tension

Diagonal A325N>1''

1.2500 1 13.42 20.300.661

1 Member BlockShear

T9 140 Leg A325N>1''

1.2500 6 44.99 72.480.621

1 Bolt Tension

Diagonal A325N>1''

1.2500 1 14.08 18.960.743

1 Member BlockShear

T10 120 Leg A325N>1''

1.2500 6 53.65 72.480.740

1 Bolt Tension

Diagonal A325N>1''

1.2500 1 16.21 18.960.855

1 Member BlockShear

T11 100 Leg A325N>1''

1.2500 12 29.62 72.480.409

1 Bolt Tension

Diagonal A325N 1.0000 2 10.93 35.530.308

1 Member BlockShear

T12 80 Leg A325N>1''

1.2500 12 33.85 72.480.467

1 Bolt Tension

Diagonal A325N 1.0000 2 11.66 35.530.328

1 Member BlockShear

T13 60 Leg A325N>1''

1.2500 12 37.69 72.480.520

1 Bolt Tension

Diagonal A325N 1.0000 2 11.67 35.530.328

1 Member BlockShear

T14 40 Leg A325N>1''

1.2500 12 41.50 72.480.573

1 Bolt Tension

Diagonal A325N 1.0000 2 11.73 35.530.330

1 Member BlockShear

T15 20 Diagonal A325N 1.0000 2 12.55 35.530.353

1 Member BlockShear

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Compression Checks

Leg Design Data (Compression)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 280 - 270 2 1/2 10.00 2.48 47.6K=1.00

4.9087 -14.50 187.17 0.077 1

T2 270 - 250 2 1/2 20.00 2.48 47.6K=1.00

4.9087 -56.21 187.17 0.300 1

T3 250 - 230 2 1/2 20.00 2.48 47.6K=1.00

4.9087 -107.19 187.17 0.573 1

T4 230 - 220 Pirod 105245 10.02 10.02 37.8K=1.00

5.3014 -108.70 214.86 0.506 1

T5 220 - 200 Pirod 105218 20.03 10.02 32.4K=1.00

7.2158 -128.85 300.68 0.429 1

T6 200 - 180 Pirod 105218 20.03 10.02 32.4K=1.00

7.2158 -150.37 300.68 0.500 1

T7 180 - 160 Pirod 105219 20.03 10.02 28.4K=1.00

9.4248 -193.74 399.87 0.485 1

T8 160 - 140 Pirod 105219 20.03 10.02 28.4K=1.00

9.4248 -248.63 399.87 0.622 1

T9 140 - 120 Pirod 105220 20.03 10.02 25.2K=1.00

11.9282 -304.15 512.38 0.594 1

T10 120 - 100 Pirod 105220 20.03 10.02 25.2K=1.00

11.9282 -362.81 512.38 0.708 1

T11 100 - 80 Pirod 112743 20.03 20.03 32.6K=1.00

14.7262 -401.44 613.14 0.655 1

T12 80 - 60 Pirod 112743 20.03 20.03 32.6K=1.00

14.7262 -462.09 613.14 0.754 1

T13 60 - 40 Pirod 112744 20.03 20.03 32.6K=1.00

17.8187 -516.28 741.99 0.696 1

T14 40 - 20 Pirod 112744 20.03 20.03 32.6K=1.00

17.8187 -572.01 741.99 0.771 1

T15 20 - 0 Pirod 112740 20.03 20.03 32.5K=1.00

21.2057 -620.89 883.14 0.703 1

1P u / Pn controls

Truss-Leg Diagonal Data

SectionNo.

Elevationft

Diagonal Size Ld

ftKl/r Pn

KAin2

Vu

KVn

KStressRatio

T4 230 - 220 0.5 1.47 120.0 238.57 0.1963 1.05 3.45 0.306

T5 220 - 200 0.5 1.46 119.0 324.71 0.1963 0.72 3.38 0.213

T6 200 - 180 0.5 1.46 119.0 324.71 0.1963 3.24 3.38 0.960

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SectionNo.

Elevationft

Diagonal Size Ld

ftKl/r Pn

KAin2

Vu

KVn

KStressRatio

T7 180 - 160 0.625 1.45 94.4 424.12 0.3068 2.38 6.96 0.342

T8 160 - 140 0.625 1.45 94.4 424.12 0.3068 0.51 6.96 0.073

T9 140 - 120 0.625 1.43 93.6 536.77 0.3068 1.79 7.01 0.256

T10 120 - 100 0.625 1.43 93.6 536.77 0.3068 1.37 7.01 0.195

T11 100 - 80 0.75 1.73 93.9 662.68 0.4418 1.06 14.36 0.074

T12 80 - 60 0.75 1.73 93.9 662.68 0.4418 0.99 14.36 0.069

T13 60 - 40 0.75 1.71 93.1 801.84 0.4418 0.75 14.53 0.052

T14 40 - 20 0.75 1.71 93.1 801.84 0.4418 1.43 14.53 0.098

T15 20 - 0 0.875 1.70 79.1 954.26 0.6013 1.94 23.59 0.083

Diagonal Design Data (Compression)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 280 - 270 1 5.58 2.67 115.5K=0.90

0.7854 -3.37 13.29 0.254 1

T2 270 - 250 1 5.58 2.67 115.5K=0.90

0.7854 -4.85 13.29 0.364 1

T3 250 - 230 1 5.58 2.67 115.5K=0.90

0.7854 -5.16 13.29 0.388 1

T4 230 - 220 L2 1/2x2 1/2x3/16 11.42 4.98 120.8K=1.00

0.9020 -5.82 13.56 0.429 1

T5 220 - 200 L2 1/2x2 1/2x3/16 12.50 5.63 136.4K=1.00

0.9020 -4.03 10.95 0.368 1

T6 200 - 180 L3x3x3/16 13.80 6.33 127.4K=1.00

1.0900 -5.36 14.95 0.358 1

T7 180 - 160 L3x3x3/16 15.24 7.04 141.7K=1.00

1.0900 -12.66 12.26 1.033 1

4.8.1 (1.03 CR) - 192T8 160 - 140 L3x3x5/16 16.80 7.84 159.7

K=1.001.7800 -13.28 15.76 0.843 1

T9 140 - 120 L4x4x1/4 18.45 8.68 131.0K=1.00

1.9400 -14.12 25.38 0.556 1

T10 120 - 100 L4x4x1/4 20.16 9.54 144.0K=1.00

1.9400 -15.36 21.13 0.727 1

T11 100 - 80 2L3 1/2x3 1/2x5/16x3/8 27.59 13.14 139.9K=0.96

4.1800 -22.58 48.27 0.468 1

T12 80 - 60 2L3 1/2x3 1/2x5/16x3/8 29.01 13.87 146.0K=0.95

4.1800 -23.19 44.30 0.523 1

T13 60 - 40 2L3 1/2x3 1/2x5/16x3/8 30.49 14.62 152.4K=0.94

4.1800 -23.89 40.67 0.587 1

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Client


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SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T14 40 - 20 2L3 1/2x3 1/2x5/16x3/8 32.02 15.40 159.0K=0.93

4.1800 -23.21 37.36 0.621 1

T15 20 - 0 2L3 1/2x3 1/2x5/16x3/8 33.61 16.20 165.8K=0.92

4.1800 -25.98 34.37 0.756 1

1P u / Pn controls

Top Girt Design Data (Compression)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 280 - 270 1 5.00 4.79 161.0K=0.70

0.7854 -0.21 6.85 0.031 1

T2 270 - 250 1 5.00 4.79 161.0K=0.70

0.7854 -0.02 6.85 0.003 1

T3 250 - 230 1 5.00 4.79 161.0K=0.70

0.7854 -0.06 6.85 0.009 1

1P u / Pn controls

Bottom Girt Design Data (Compression)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 280 - 270 1 5.00 4.79 161.0K=0.70

0.7854 -0.16 6.85 0.023 1

T2 270 - 250 1 5.00 4.79 161.0K=0.70

0.7854 -0.35 6.85 0.052 1

T3 250 - 230 1 5.00 4.79 161.0K=0.70

0.7854 -0.99 6.85 0.145 1

1P u / Pn controls

Tension Checks

Leg Design Data (Tension)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

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SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 280 - 270 2 1/2 10.00 0.08 1.6 2.9138 13.27 142.05 0.093 1 #

T2 270 - 250 2 1/2 20.00 0.08 1.6 2.9138 54.69 142.05 0.385 1 #

T3 250 - 230 2 1/2 20.00 0.08 1.6 4.9087 104.57 220.89 0.473 1

T4 230 - 220 Pirod 105245 10.02 10.02 37.8 5.3014 102.82 238.57 0.431 1

T5 220 - 200 Pirod 105218 20.03 10.02 32.4 7.2158 119.94 324.71 0.369 1

T6 200 - 180 Pirod 105218 20.03 10.02 32.4 7.2158 138.47 324.71 0.426 1

T7 180 - 160 Pirod 105219 20.03 10.02 28.4 9.4248 173.78 424.12 0.410 1

T8 160 - 140 Pirod 105219 20.03 10.02 28.4 9.4248 222.54 424.12 0.525 1

T9 140 - 120 Pirod 105220 20.03 10.02 25.2 11.9282 269.94 536.77 0.503 1

T10 120 - 100 Pirod 105220 20.03 10.02 25.2 11.9282 321.92 536.77 0.600 1

T11 100 - 80 Pirod 112743 20.03 20.03 32.6 14.7262 355.38 662.68 0.536 1

T12 80 - 60 Pirod 112743 20.03 20.03 32.6 14.7262 406.25 662.68 0.613 1

T13 60 - 40 Pirod 112744 20.03 20.03 32.6 17.8187 452.30 801.84 0.564 1

T14 40 - 20 Pirod 112744 20.03 20.03 32.6 17.8187 498.00 801.84 0.621 1

T15 20 - 0 Pirod 112740 20.03 20.03 32.5 21.2057 538.63 954.26 0.564 1

1P u / Pn controls

# Based on net area of leg in section below

Truss-Leg Diagonal Data

SectionNo.

Elevationft

Diagonal Size Ld

ftKl/r Pn

KAin2

Vu

KVn

KStressRatio

T4 230 - 220 0.5 1.47 120.0 238.57 0.1963 1.05 3.45 0.306

T5 220 - 200 0.5 1.46 119.0 324.71 0.1963 0.72 3.38 0.213

T6 200 - 180 0.5 1.46 119.0 324.71 0.1963 3.24 3.38 0.960

T7 180 - 160 0.625 1.45 94.4 424.12 0.3068 2.38 6.96 0.342

T8 160 - 140 0.625 1.45 94.4 424.12 0.3068 0.51 6.96 0.073

T9 140 - 120 0.625 1.43 93.6 536.77 0.3068 1.79 7.01 0.256

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SectionNo.

Elevationft

Diagonal Size Ld

ftKl/r Pn

KAin2

Vu

KVn

KStressRatio

T10 120 - 100 0.625 1.43 93.6 536.77 0.3068 1.37 7.01 0.195

T11 100 - 80 0.75 1.73 93.9 662.68 0.4418 1.06 14.36 0.074

T12 80 - 60 0.75 1.73 93.9 662.68 0.4418 0.99 14.36 0.069

T13 60 - 40 0.75 1.71 93.1 801.84 0.4418 0.75 14.53 0.052

T14 40 - 20 0.75 1.71 93.1 801.84 0.4418 1.43 14.53 0.098

T15 20 - 0 0.875 1.70 79.1 954.26 0.6013 1.94 23.59 0.083

Diagonal Design Data (Tension)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 280 - 270 1 5.58 2.67 128.4 0.7854 3.36 35.34 0.095 1

T2 270 - 250 1 5.58 2.67 128.4 0.7854 4.82 35.34 0.136 1

T3 250 - 230 1 5.58 2.67 128.4 0.7854 5.18 35.34 0.147 1

T4 230 - 220 L2 1/2x2 1/2x3/16 11.42 4.98 80.1 0.5183 5.45 22.55 0.242 1

T5 220 - 200 L2 1/2x2 1/2x3/16 11.93 5.38 86.2 0.5183 4.37 22.55 0.194 1

T6 200 - 180 L3x3x3/16 13.80 6.33 83.5 0.6593 5.12 28.68 0.179 1

T7 180 - 160 L3x3x3/16 15.24 7.04 93.2 0.6241 12.54 27.15 0.462 1

4.8.1 (1.03 CR) - 193T8 160 - 140 L3x3x5/16 16.01 7.45 100.3 1.0127 13.42 44.05 0.305 1

T9 140 - 120 L4x4x1/4 18.45 8.68 85.7 1.1972 14.08 52.08 0.270 1

T10 120 - 100 L4x4x1/4 19.30 9.11 89.9 1.1972 16.21 52.08 0.311 1

T11 100 - 80 2L3 1/2x3 1/2x5/16x3/8 27.59 13.14 149.3 2.6077 21.86 113.43 0.193 1

T12 80 - 60 2L3 1/2x3 1/2x5/16x3/8 29.01 13.87 157.3 2.6077 23.31 113.43 0.205 1

T13 60 - 40 2L3 1/2x3 1/2x5/16x3/8 30.49 14.62 165.7 2.6077 23.34 113.43 0.206 1

T14 40 - 20 2L3 1/2x3 1/2x5/16x3/8 32.02 15.40 174.3 2.6077 23.46 113.43 0.207 1

T15 20 - 0 2L3 1/2x3 1/2x5/16x3/8 33.61 16.20 183.2 2.6077 25.09 113.43 0.221 1

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1P u / Pn controls

Top Girt Design Data (Tension)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 280 - 270 1 5.00 4.79 230.0 0.7854 0.20 35.34 0.006 1

T2 270 - 250 1 5.00 4.79 230.0 0.7854 0.03 35.34 0.001 1

T3 250 - 230 1 5.00 4.79 230.0 0.7854 0.08 35.34 0.002 1

1P u / Pn controls

Bottom Girt Design Data (Tension)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 280 - 270 1 5.00 4.79 230.0 0.7854 0.17 35.34 0.005 1

T2 270 - 250 1 5.00 4.79 230.0 0.7854 0.38 35.34 0.011 1

T3 250 - 230 1 5.00 4.79 230.0 0.7854 1.05 35.34 0.030 1

1P u / Pn controls

Section Capacity Table

SectionNo.

Elevationft

ComponentType

Size CriticalElement

PK

øPallow

K%

CapacityPassFail

T1 280 - 270 Leg 2 1/2 1 13.27 142.05 9.39.4 (b)

Pass

Diagonal 1 15 -3.37 13.29 25.4 PassTop Girt 1 5 -0.21 6.85 3.1 Pass

Bottom Girt 1 8 -0.16 6.85 2.3 PassT2 270 - 250 Leg 2 1/2 34 54.69 142.05 38.5 Pass


Bottom Girt 1 41 -0.35 6.85 5.2 PassT3 250 - 230 Leg 2 1/2 91 -107.19 187.17 57.3 Pass


Bottom Girt 1 98 -0.99 6.85 14.5 PassT4 230 - 220 Leg Pirod 105245 148 -108.70 214.86 50.6 Pass

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SectionNo.

Elevationft

ComponentType

Size CriticalElement

PK

øPallow

K%

CapacityPassFail

Diagonal L2 1/2x2 1/2x3/16 153 -5.82 13.56 42.951.1 (b)

Pass

T5 220 - 200 Leg Pirod 105218 157 -128.85 300.68 42.9 PassDiagonal L2 1/2x2 1/2x3/16 165 -4.03 10.95 36.8

41.0 (b)Pass

T6 200 - 180 Leg Pirod 105218 174 -149.20 300.68 96.0 PassDiagonal L3x3x3/16 177 -5.36 14.95 35.8

43.9 (b)Pass

T7 180 - 160 Leg Pirod 105219 187 -193.74 399.87 48.5 PassDiagonal L3x3x3/16 192 -12.66 12.26 103.3 Fail

T8 160 - 140 Leg Pirod 105219 203 -248.63 399.87 62.2 PassDiagonal L3x3x5/16 208 -13.28 15.76 84.3 Pass

T9 140 - 120 Leg Pirod 105220 217 -304.15 512.38 59.462.1 (b)

Pass

Diagonal L4x4x1/4 223 -14.12 25.38 55.674.3 (b)

Pass

T10 120 - 100 Leg Pirod 105220 232 -362.81 512.38 70.874.0 (b)

Pass

Diagonal L4x4x1/4 236 -15.36 21.13 72.785.5 (b)

Pass

T11 100 - 80 Leg Pirod 112743 247 -401.44 613.14 65.5 PassDiagonal 2L3 1/2x3 1/2x5/16x3/8 250 -22.58 48.27 46.8 Pass





SummaryLeg (T6) 96.0 PassDiagonal

(T7)103.3 Fail

Top Girt(T1)

3.1 Pass

Bottom Girt(T3)

14.5 Pass

Bolt Checks 102.9 FailRATING = 103.3 Fail

Program Version 7.0.5.1 - 2/1/2016 File:C:/Users/BWilson/Desktop/844102_Shirley/17PVWY1400-STASOO_ATT/R.0/Analysis/ReportedTower/Shirley,

844102, 16FBKZ1400.eri

January 31, 2017280 Ft Self Support Tower Structural Analysis CCI BU No 844102Project Number 17PVWY1400, Application 375714, Revision 1 Page 10


APPENDIX B

BASE LEVEL DRAWING

January 31, 2017280 Ft Self Support Tower Structural Analysis CCI BU No 844102Project Number 17PVWY1400, Application 375714, Revision 1 Page 11


APPENDIX C

ADDITIONAL CALCULATIONS

Anchor Rod Check for Self Supporting TowersTIA-222-G, Section 4.9.9

BU#: Eta Factor, η 0.5 Detail Type

Site Name: Down load, Pu: 649 kips

App: Shear, Vu: 70 kips

lar: 4.25 in

Qty: 6 Mu = 0.65*lar*Vu 2.6858 ft-kips

Diam: 2 in

Rod Material:

Strength (Fu): 150 ksi Anchor Rod Results:

Yield (Fy): 105 ksi Max Rod (Cu+ Vu/ή): 131.5 Kips

Allowable Axial, Φ*Fu*Anet: 300.0 Kips

* Rod Circle: in Anchor Rod Stress Ratio: 43.8%

* e: in

* # of Rods 1 or 2

If Applicable;

Mu= Pu x e: ft-kips Anchor Rod Results with Bending Considered:

* Enter rod circle, offset (e) and number

of anchor rods at the extreme fiber to

consider if eccentric load due to leg

reinforcement exists.

(Vu/fRnv)2 + [(Pu/fRnt) + (Mu/fRnm)]2 < = 1

fRnv=f*0.45*Fub*Ab= 159.04 kips

fRnt=f*Fu*Anet = 300.00 kips

fRnm=f*Fy*Z = 7.02 ft-kips

Anchor Rod Stress Ratio: 55.8%

Maximum Acceptable Ratio: 105 %

Governing Stress Ratio: 55.8% PassFigure 4-4 of TIA-222-G

When the clear distance from the top of concrete to the bottomof level nut excceeds 1.0 times the diameter of the anchor rod,the following interaction equation shall also be satisfied (seeFigure 4-4 of Rev. G):

Anchor Rod Data

Site Data

844102

Shirley

356650 Rev. 7

Reactions

A687

CCI SST Anchor Rod Check-TIA G-Rev 5 2.2.12

CCI Foundation Tool Suite - SS Drilled Pier

CCIFTS 1.2.108.14286 - Phase 1-2 Date: 1/31/2017

BU: 844102

Site Name: Shirley

App Number: 356650 Rev. 7

Work Order: 1274068

Self-Support Drilled Pier

InputCriteria

TIA Revision: G

ACI 318 Revision: 2008

Seismic Category: A

Forces

Compression 649 kips

Compression Shear 70 kips

Uplift 561 kips

Uplift Shear 62 kips

Add'l Moment 0 k-ft

Swelling Force 0 kips

Foundation Dimensions

Pier Diameter: 6 ft

Ext. above grade: 1.5 ft

Depth below grade: 50 ft

Bell Diameter: ft

Bell Angle: deg

Material Properties

Number of Rebar: 26 *Steel is unknown

Rebar Size: 8 0.5% code minimum was assumed

Tie Size 4

Rebar tensile strength: 60 ksiConcrete Strength: 3000 psi

Ultimate Concrete Strain 0.003 in/in

Clear Cover to Ties: 3 in

Soil Profile 1

Layer

Thickness

(ft)

From

(ft)

To

(ft)

Unit Weight

(pcf)

Cohesion

(psf)

Friction

Angle

(deg)

Ultimate

Uplift Skin

Friction (ksf)

Ultimate

Comp. Skin

Friction (ksf)

Ultimate

Bearing

Capacity

(ksf)

SPT 'N'

Counts

1 4 0 4 110 0 0 0 0 0

2 6 4 10 60 0 36 0.4 0.5 0

3 10 10 20 60 0 36 0.8 1 0

4 10 20 30 60 0 36 1.2 1.5 0

5 10 30 40 60 0 36 1.6 2 0

6 10 40 50 60 0 36 2 2.5 24

Analysis ResultsConcrete/Steel Check Uplift Case Comp case

Soil Lateral Capacity Uplift case Comp. case Mu (from soil analysis) 1103.85177 k-ft 1246.28425 k-ft

Depth to Zero Shear: 24.5 ft 24.5 ft φMn 1454.10179 k-ft 4081.86171 k-ft

Max Moment, Mu: 1103.9 k-ft 1246.3 k-ft RATING: 0 0

Soil Safety Factor: 24.2 21.5

Safety Factor Req'd: 1.33 1.33

RATING: 5.49% 6.20%

rho provided 0.50448198

Soil Axial Capacity rho required 0.33333333 OK

Concrete Weight: 123.5 kips

Skin Friction: 825.6 kips Rebar Spacing 6.73314954

Soil Cone: kips Spacing required 16 OKUplift Capacity (k), φTn: 949.1 kips

Uplift (k), Tu: 561.0 kips

RATING: 59.11% Dev. Length required 25.230069

Dev. Length provided 43.8178046 OK

Skin Friction (k): 1032.0 kips

End Bearing (k): 508.9 kipsComp. Capacity (k), φCn: 1541.0 kipsComp. (k), Cu: 649.0 kips

RATING: 42.12% Overall Foundation Rating: 59.11%

(26) - #8

#4 Tie Size

51

.5'

50

'1

.5'

6'

3" C.C.

Page 1 of 1

844102.lp6o================================================================================

LPile Plus for Windows, Version 2012-06.036

Analysis of Individual Piles and Drilled ShaftsSubjected to Lateral Loading Using the p-y Method

© 1985-2012 by Ensoft, Inc.All Rights Reserved

================================================================================

This copy of LPile is licensed to:

FDH VelocitelSt. Louis, MO

Serial Number of Security Device: 140974183Company Name Stored in Security Device: FDH Engineering

--------------------------------------------------------------------------------

Files Used for Analysis--------------------------------------------------------------------------------

Path to file locations:C:\Users\BWilson\Desktop\844102_Shirley\17PVWY1400-STASOO_ATT\R.0\Analysis\Calcs\FDN\Name of input data file: 844102.lp6dName of output report file: 844102.lp6oName of plot output file: 844102.lp6pName of runtime messeage file: 844102.lp6r

--------------------------------------------------------------------------------

Date and Time of Analysis--------------------------------------------------------------------------------

Date: January 31, 2017 Time: 12:41:35

--------------------------------------------------------------------------------

Problem Title--------------------------------------------------------------------------------

Project Name:

Job Number:

Client:

Page 1

844102.lp6oEngineer:

Description:

--------------------------------------------------------------------------------

Program Options--------------------------------------------------------------------------------

Engineering units are US Customary Units: pounds, inches, feet

Basic Program Options:

This analysis computes pile response to lateral loading and will computenonlinearmoment-curvature and nominal moment capacity for section types with nonlinearproperties.

Computation Options:- Analysis does not use p-y multipliers (individual pile or shaft only)- Analysis assumes no shear resistance at pile tip- Analysis for fixed-length pile or shaft only- No computation of foundation stiffness matrix values- Report pile response for full length of pile- Analysis assumes no loading by soil movements acting on pile- No p-y curves to be computed and reported for user-specified depths

Solution Control Parameters:- Number of pile increments = 100- Maximum number of iterations allowed = 100- Deflection tolerance for convergence = 1.0000E-04 in- Maximum allowable deflection = 100.0000 in

Pile Response Output Options:- Values of pile-head deflection, bending moment, shear force, andsoil reaction are printed for full length of pile.

- Printing Increment (nodal spacing of output points) = 1

--------------------------------------------------------------------------------

Pile Structural Properties and Geometry--------------------------------------------------------------------------------

Total number of pile sections = 1

Total length of pile = 51.50 ft

Depth of ground surface below top of pile = 1.50 ft

Pile diameter values used for p-y curve computations are defined using 2points.

p-y curves are computed using pile diameter values interpolated with depthoverthe length of the pile.

Point Depth Pile

Page 2

844102.lp6oX Diameterft in

----- --------- -----------1 0.00000 72.00000002 51.500000 72.0000000

Input Structural Properties:----------------------------

Pile Section No. 1:

Section Type = Drilled Shaft (BoredPile)

Section Length = 51.50000000 ftSection Diameter = 72.00000000 in

--------------------------------------------------------------------------------

Ground Slope and Pile Batter Angles--------------------------------------------------------------------------------

Ground Slope Angle = 0.000 degrees= 0.000 radians

Pile Batter Angle = 0.000 degrees= 0.000 radians

--------------------------------------------------------------------------------

Soil and Rock Layering Information--------------------------------------------------------------------------------

The soil profile is modelled using 6 layers

Layer 1 is sand, p-y criteria by Reese et al., 1974

Distance from top of pile to top of layer = 1.50000 ftDistance from top of pile to bottom of layer = 5.50000 ftEffective unit weight at top of layer = 110.00000 pcfEffective unit weight at bottom of layer = 110.00000 pcfFriction angle at top of layer = 0.0010000 deg.Friction angle at bottom of layer = 0.0010000 deg.Subgrade k at top of layer = 0.0000 pciSubgrade k at bottom of layer = 0.0000 pci

NOTE: Internal default values for subgrade k will be computed forthe above soil layer.



Page 3

844102.lp6o














(Depth of lowest soil layer extends 0.00 ft below pile tip)

Page 4

844102.lp6o

--------------------------------------------------------------------------------

Summary of Soil Properties--------------------------------------------------------------------------------

Layer Layer Effective AngleofLayer Soil Type Depth Unit Wt.Friction kpyNum. (p-y Curve Criteria) ft pcfdeg. pci----- ---------------------------------- ---------- -------------------- ----------1 Sand (Reese, et al.) 1.500 110.000

1.00E-03 default5.500 110.000

1.00E-03 default2 Sand (Reese, et al.) 5.500 60.000

36.000 default11.500 60.000

36.000 default3 Sand (Reese, et al.) 11.500 60.000

36.000 default21.500 60.000


36.000 default31.500 60.000


36.000 default41.500 60.000


36.000 default51.500 60.000

36.000 default

--------------------------------------------------------------------------------

Loading Type--------------------------------------------------------------------------------

Static loading criteria were used when computing p-y curves for all analyses.

--------------------------------------------------------------------------------

Pile-head Loading and Pile-head Fixity Conditions--------------------------------------------------------------------------------

Number of loads specified = 2

Load Load Condition Condition Axial ThrustCompute

No. Type 1 2 Force, lbsTop y vs. Pile Length

Page 5

844102.lp6o----- ---- -------------------- --------------------------------------- ---------------------

1 1 V = 70000. lbs M = 0.0000 in-lbs649000. No

2 1 V = 62000. lbs M = 0.0000 in-lbs-561000. No

V = perpendicular shear force applied to pile headM = bending moment applied to pile heady = lateral deflection relative to pile axisS = pile slope relative to original pile batter angleR = rotational stiffness applie to pile headAxial thrust is assumed to be acting axially for all pile batter angles.

--------------------------------------------------------------------------------

Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness--------------------------------------------------------------------------------

Axial thrust force values were determined from pile-head loading conditions

Number of Pile Sections Analyzed = 1

Pile Section No. 1:-------------------

Dimensions and Properties of Drilled Shaft (Bored Pile):--------------------------------------------------------

Length of Section = 51.50000000 ftShaft Diameter = 72.00000000 in

Concrete Cover Thickness = 3.00000000 in

Number of Reinforcing Bars = 20 bars

Yield Stress of Reinforcing Bars = 60.00000000 ksi

Modulus of Elasticity of Reinforcing Bars = 29000. ksi

Gross Area of Shaft = 4071.50407905 sq.in.Total Area of Reinforcing Steel = 20.00000000 sq.in.Area Ratio of Steel Reinforcement = 0.49percentEdge-to-Edge Bar Spacing = 9.02021662 in

Maximum Concrete Aggregate Size = 0.75000000 in

Ratio of Bar Spacing to Aggregate Size = 12.03Offset of Rebar Cage Center from Center of Pile = 0.0000000 in

Axial Structural Capacities:----------------------------

Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 11531.336 kips

Tensile Load for Cracking of Concrete = -1533.990 kips

Nominal Axial Tensile Capacity = -1200.000 kips

Page 6

844102.lp6o

Reinforcing Bar Dimensions and Positions Used in Computations:

Bar Bar Diam. Bar Area X YNumber inches sq. in. inches inches

---------- ---------- ---------- ---------- ----------1 1.12800 1.00000 32.43600 0.000002 1.12800 1.00000 30.84847 10.023283 1.12800 1.00000 26.24128 19.065404 1.12800 1.00000 19.06540 26.241285 1.12800 1.00000 10.02328 30.848476 1.12800 1.00000 0.00000 32.436007 1.12800 1.00000 -10.02328 30.848478 1.12800 1.00000 -19.06540 26.241289 1.12800 1.00000 -26.24128 19.0654010 1.12800 1.00000 -30.84847 10.0232811 1.12800 1.00000 -32.43600 0.0000012 1.12800 1.00000 -30.84847 -10.0232813 1.12800 1.00000 -26.24128 -19.0654014 1.12800 1.00000 -19.06540 -26.2412815 1.12800 1.00000 -10.02328 -30.8484716 1.12800 1.00000 0.00000 -32.4360017 1.12800 1.00000 10.02328 -30.8484718 1.12800 1.00000 19.06540 -26.2412819 1.12800 1.00000 26.24128 -19.0654020 1.12800 1.00000 30.84847 -10.02328

NOTE: The positions of the above rebars were computed by LPile

Minimum spacing between any two bars not equal to zero = 9.02022 inchesbetween Bars 2 and 3

Spacing to aggregate size ratio = 12.02696

Concrete Properties:--------------------

Compressive Strength of Concrete = 3.00000000 ksi

Modulus of Elasticity of Concrete = 3122.01857778 ksi

Modulus of Rupture of Concrete = -0.41079191 ksi

Compression Strain at Peak Stress = 0.00163356Tensile Strain at Fracture of Concrete = -0.00011596Maximum Coarse Aggregate Size = 0.75000000 in

Number of Axial Thrust Force Values Determined from Pile-head Loadings = 2

Number Axial Thrust Forcekips

------ ------------------1 -561.0002 649.000

Definitions of Run Messages and Notes:--------------------------------------

C = concrete in section has cracked in tension.Y = stress in reinforcing steel has reached yield stress.T = ACI 318-08 criteria for tension-controlled section met, tensile strain

Page 7

844102.lp6oin

reinforcement exceeds 0.005 while simultaneously compressive strain inconcrete more than than 0.003. See ACI 318-08, Section 10.3.4.

Z = depth of tensile zone in concrete section is less than 10 percent ofsection depth.

Bending Stiffness (EI) = Computed Bending Moment / Curvature.Position of neutral axis is measured from edge of compression side of pile.Compressive stresses and strains are positive in sign.Tensile stresses and strains are negative in sign.

Axial Thrust Force = -561.000 kips

Bending Bending Bending Depth to Max Comp MaxTens Max Concrete Max Steel Run

Curvature Moment Stiffness N Axis StrainStrain Stress Stress Msg

rad/in. in-kip kip-in2 in in/inin/in ksi ksi------------- ------------- ------------- ------------- -------------------------- ------------- ------------- ---

0.000000417 2085.1846040 5004443050. -52.0753377 -0.0000217-0.0000517 -0.0797105 -1.4948937

0.000000833 4170.2415168 5004289820. -8.0984606 -0.000006749-0.0000667 -0.0258338 -1.9270128

0.000001250 6254.8363416 5003869073. 6.5338119 0.000008167-0.0000818 0.0282783 -2.3600993

0.000001667 8334.7472980 5000848379. 13.8352116 0.0000231-0.0000969 0.0819229 -2.7938981

0.000002083 8334.7472980 4000678703. -428.2756759 -0.0008922-0.0010422 0.000000 -30.2032387 C

0.000002500 8334.7472980 3333898919. -350.8963656 -0.0008772-0.0010572 0.000000 -30.6338866 C

0.000002917 8334.7472980 2857627645. -295.6254296 -0.0008622-0.0010722 0.000000 -31.0645342 C

0.000003333 8334.7472980 2500424189. -254.1722277 -0.0008472-0.0010872 0.000000 -31.4951821 C

0.000003750 8334.7472980 2222599279. -221.9308484 -0.0008322-0.0011022 0.000000 -31.9258297 C

0.000004167 8334.7472980 2000339352. -196.1377449 -0.0008172-0.0011172 0.000000 -32.3564775 C

0.000004583 8334.7472980 1818490320. -175.0342966 -0.0008022-0.0011322 0.000000 -32.7871252 C

0.000005000 8334.7472980 1666949460. -157.4480897 -0.0007872-0.0011472 0.000000 -33.2177730 C

0.000005417 8334.7472980 1538722578. -142.5674531 -0.0007722-0.0011622 0.000000 -33.6484207 C

0.000005833 8334.7472980 1428813823. -129.8126218 -0.0007572-0.0011772 0.000000 -34.0790685 C

0.000006250 8334.7472980 1333559568. -118.7584346 -0.0007422-0.0011922 0.000000 -34.5097162 C

0.000006667 8334.7472980 1250212095. -109.0860208 -0.0007272-0.0012072 0.000000 -34.9403640 C

0.000007083 8334.7472980 1176670207. -100.5515380 -0.0007122-0.0012222 0.000000 -35.3710117 C

0.000007500 8334.7472980 1111299640. -92.9653311 -0.0006972-0.0012372 0.000000 -35.8016595 C

0.000007917 8334.7472980 1052810185. -86.1776723 -0.0006822-0.0012522 0.000000 -36.2323072 C

0.000008333 8334.7472980 1000169676. -80.0687794 -0.0006672-0.0012672 0.000000 -36.6629550 C

0.000008750 8334.7472980 952542548. -74.5416858 -0.0006522-0.0012822 0.000000 -37.0936027 C

0.000009167 8334.7472980 909245160. -69.5170553 -0.0006372-0.0012972 0.000000 -37.5242505 C

Page 8

844102.lp6o0.000009583 8334.7472980 869712762. -64.9293491 -0.0006222

-0.0013122 0.000000 -37.9548983 C0.0000100 8334.7472980 833474730. -60.7239518 -0.0006072

-0.0013272 0.000000 -38.3855462 C0.0000104 8334.7472980 800135741. -56.8549863 -0.0005922

-0.0013422 0.000000 -38.8161938 C0.0000108 8334.7472980 769361289. -53.2836335 -0.0005772

-0.0013572 0.000000 -39.2468415 C0.0000113 8334.7472980 740866426. -49.9768254 -0.0005622

-0.0013722 0.000000 -39.6774893 C0.0000117 8334.7472980 714406911. -46.9062178 -0.0005472

-0.0013872 0.000000 -40.1081369 C0.0000121 8334.7472980 689772190. -44.0473763 -0.0005322

-0.0014022 0.000000 -40.5387848 C0.0000125 8334.7472980 666779784. -41.3791242 -0.0005172

-0.0014172 0.000000 -40.9694324 C0.0000129 8334.7472980 645270759. -38.8830174 -0.0005022

-0.0014322 0.000000 -41.4000803 C0.0000133 8334.7472980 625106047. -36.5429173 -0.0004872

-0.0014472 0.000000 -41.8307280 C0.0000138 8334.7472980 606163440. -34.3446415 -0.0004722

-0.0014622 0.000000 -42.2613757 C0.0000142 8334.7472980 588335103. -32.2756759 -0.0004572

-0.0014772 0.000000 -42.6920235 C0.0000146 8334.7472980 571525529. -30.3249370 -0.0004422

-0.0014922 0.000000 -43.1226712 C0.0000150 8334.7472980 555649820. -28.4825725 -0.0004272

-0.0015072 0.000000 -43.5533190 C0.0000154 8334.7472980 540632257. -26.7397952 -0.0004122

-0.0015222 0.000000 -43.9839667 C0.0000158 8334.7472980 526405093. -25.0887431 -0.0003972

-0.0015372 0.000000 -44.4146145 C0.0000163 8334.7472980 512907526. -23.5223603 -0.0003822

-0.0015522 0.000000 -44.8452623 C0.0000171 8334.7472980 487887647. -20.6188214 -0.0003522

-0.0015822 0.000000 -45.7065579 C0.0000179 8334.7472980 465195198. -17.9853792 -0.0003222

-0.0016122 0.000000 -46.5678532 C0.0000188 8334.7472980 444519856. -15.5860208 -0.0002922

-0.0016422 0.000000 -47.4291487 C0.0000196 8334.7472980 425604117. -13.3908630 -0.0002622

-0.0016722 0.000000 -48.2904443 C0.0000204 8334.7472980 408232521. -11.3749018 -0.0002322

-0.0017022 0.000000 -49.1517398 C0.0000213 8334.7472980 392223402. -9.5170553 -0.0002022

-0.0017322 0.000000 -50.0130353 C0.0000221 8334.7472980 377422519. -7.7994235 -0.0001722

-0.0017622 0.000000 -50.8743307 C0.0000229 8334.7472980 363698064. -6.2067104 -0.0001422

-0.0017922 0.000000 -51.7356262 C0.0000238 8334.7472980 350936728. -4.7257667 -0.0001122

-0.0018222 0.000000 -52.5969217 C0.0000246 8334.7472980 339040568. -3.3452259 -0.0000822

-0.0018522 0.000000 -53.4582172 C0.0000254 8334.7472980 327924484. -2.0552124 -0.0000522

-0.0018822 0.000000 -54.3195127 C0.0000263 8334.7472980 317514183. -0.8471045 -0.0000222

-0.0019122 0.000000 -55.1808082 C0.0000271 8334.7472980 307744516. 0.2866583 0.000007764

-0.0019422 0.000000 -56.0421037 C0.0000279 8554.9392491 306445585. 1.2951894 0.0000362

-0.0019738 0.0951252 -56.9499862 C0.0000288 8892.4614458 309303007. 2.1583807 0.0000621

-0.0020079 0.1868995 -57.9303000 C0.0000296 9273.2980539 313463596. 2.8978741 0.0000857

-0.0020443 0.2694245 -58.9750154 C

Page 9

844102.lp6o0.0000304 9687.5780567 318495717. 3.5388213 0.0001076

-0.0020824 0.3446256 -60.0000000 CY0.0000313 10126. 324021943. 4.1042182 0.0001283

-0.0021217 0.4143704 -60.0000000 CY0.0000321 10584. 329876807. 4.6060379 0.0001478

-0.0021622 0.4794938 -60.0000000 CY0.0000329 11037. 335287977. 5.0330011 0.0001657

-0.0022043 0.5383742 -60.0000000 CY0.0000338 11441. 339003164. 5.4018892 0.0001823

-0.0022477 0.5924526 -60.0000000 CY0.0000346 11774. 340439824. 5.6737807 0.0001962

-0.0022938 0.6370082 -60.0000000 CY0.0000354 12099. 341612382. 5.9304737 0.0002100

-0.0023400 0.6808727 -60.0000000 CY0.0000363 12426. 342772761. 6.1711112 0.0002237

-0.0023863 0.7238330 -60.0000000 CY0.0000371 12742. 343616838. 6.3763589 0.0002365

-0.0024335 0.7635026 -60.0000000 CY0.0000379 12975. 342189834. 6.5303361 0.0002476

-0.0024824 0.7977851 -60.0000000 CY0.0000387 13197. 340559315. 6.6732358 0.0002586

-0.0025314 0.8312638 -60.0000000 CY0.0000396 13418. 338991118. 6.8107257 0.0002696

-0.0025804 0.8645606 -60.0000000 CY0.0000404 13643. 337547877. 6.9331608 0.0002802

-0.0026298 0.8964332 -60.0000000 CY0.0000412 13867. 336175740. 7.0484360 0.0002907

-0.0026793 0.9277877 -60.0000000 CY0.0000421 14092. 334852660. 7.1596430 0.0003013

-0.0027287 0.9589700 -60.0000000 CY0.0000429 14312. 333485331. 7.2651857 0.0003118

-0.0027782 0.9897424 -60.0000000 CY0.0000437 14490. 331202389. 7.3472800 0.0003214

-0.0028286 1.0177441 -60.0000000 CY0.0000446 14627. 328080258. 7.4074757 0.0003302

-0.0028798 1.0430599 -60.0000000 CY0.0000454 14759. 324977763. 7.4637877 0.0003390

-0.0029310 1.0679888 -60.0000000 CY0.0000462 14892. 321984899. 7.5183461 0.0003477

-0.0029823 1.0927952 -60.0000000 CY0.0000471 15024. 319099327. 7.5701414 0.0003564

-0.0030336 1.1173274 -60.0000000 CY0.0000479 15157. 316324672. 7.6164208 0.0003650

-0.0030850 1.1411863 -60.0000000 CY0.0000487 15290. 313642997. 7.6613446 0.0003735

-0.0031365 1.1649247 -60.0000000 CY0.0000496 15423. 311049605. 7.7049827 0.0003820

-0.0031880 1.1885424 -60.0000000 CY0.0000529 15953. 301475239. 7.8679194 0.0004163

-0.0033937 1.2817964 -60.0000000 CY0.0000562 16330. 290306409. 7.9497573 0.0004472

-0.0036028 1.3631704 -60.0000000 CY0.0000596 16599. 278578556. 7.9809520 0.0004755

-0.0038145 1.4360219 -60.0000000 CY0.0000629 16867. 268083061. 8.0104836 0.0005040

-0.0040260 1.5074828 -60.0000000 CY0.0000662 17134. 258633746. 8.0386330 0.0005326

-0.0042374 1.5775390 -60.0000000 CY0.0000696 17401. 250080103. 8.0656280 0.0005612

-0.0044488 1.6461761 -60.0000000 CY0.0000729 17668. 242299141. 8.0916559 0.0005900

-0.0046600 1.7133794 -60.0000000 CY0.0000762 17837. 233926130. 8.0736491 0.0006156

-0.0048744 1.7713990 -60.0000000 CY0.0000796 17949. 225541913. 8.0334226 0.0006393

-0.0050907 1.8237411 -60.0000000 CY

Page 10

844102.lp6o0.0000829 18062. 217828287. 7.9971654 0.0006631

-0.0053069 1.8750809 -60.0000000 CY0.0000862 18174. 210707465. 7.9644265 0.0006869

-0.0055231 1.9254109 -60.0000000 CY0.0000896 18285. 204113233. 7.9348224 0.0007108

-0.0057392 1.9747234 -60.0000000 CY0.0000929 18396. 197988881. 7.9080247 0.0007348

-0.0059552 2.0230106 -60.0000000 CY0.0000963 18507. 192285551. 7.8837509 0.0007588

-0.0061712 2.0702646 -60.0000000 CY0.0000996 18618. 186960930. 7.8617565 0.0007829

-0.0063871 2.1164772 -60.0000000 CY0.0001029 18729. 181978181. 7.8418289 0.0008071

-0.0066029 2.1616401 -60.0000000 CY0.0001063 18839. 177305093. 7.8237823 0.0008313

-0.0068187 2.2057449 -60.0000000 CY0.0001096 18948. 172913371. 7.8074539 0.0008556

-0.0070344 2.2487829 -60.0000000 CY0.0001129 19046. 168672481. 7.7868825 0.0008793

-0.0072507 2.2895717 -60.0000000 CY0.0001163 19114. 164421883. 7.7541705 0.0009014

-0.0074686 2.3265299 -60.0000000 CY0.0001196 19151. 160151804. 7.7090349 0.0009219

-0.0076881 2.3596130 -60.0000000 CY0.0001229 19189. 156112119. 7.6666973 0.0009424

-0.0079076 2.3919341 -60.0000000 CY0.0001263 19226. 152284566. 7.6269392 0.0009629

-0.0081271 2.4234881 -60.0000000 CY0.0001296 19263. 148652764. 7.5895645 0.0009835

-0.0083465 2.4542702 -60.0000000 CY0.0001329 19300. 145200943. 7.5535427 0.0010040

-0.0085660 2.4841021 -60.0000000 CY0.0001363 19335. 141911832. 7.5153443 0.0010240

-0.0087860 2.5123010 -60.0000000 CY0.0001396 19371. 138778846. 7.4792911 0.0010440

-0.0090060 2.5397719 -60.0000000 CY0.0001429 19407. 135791049. 7.4452362 0.0010640

-0.0092260 2.5665097 -60.0000000 CY0.0001462 19442. 132938506. 7.4130466 0.0010842

-0.0094458 2.5925093 -60.0000000 CY0.0001496 19478. 130212164. 7.3826006 0.0011043

-0.0096657 2.6177656 -60.0000000 CY0.0001529 19513. 127603762. 7.3537878 0.0011245

-0.0098855 2.6422732 -60.0000000 CY0.0001562 19548. 125105740. 7.3265069 0.0011448

-0.0101052 2.6660269 -60.0000000 CY0.0001596 19583. 122711174. 7.3006653 0.0011651

-0.0103249 2.6890211 -60.0000000 CY0.0001629 19617. 120413702. 7.2761780 0.0011854

-0.0105446 2.7112504 -60.0000000 CY0.0001662 19652. 118207476. 7.2529669 0.0012058

-0.0107642 2.7327091 -60.0000000 CY0.0001696 19686. 116087106. 7.2309602 0.0012263

-0.0109837 2.7533915 -60.0000000 CY0.0001729 19721. 114047616. 7.2100916 0.0012467

-0.0112033 2.7732917 -60.0000000 CY0.0001762 19755. 112084409. 7.1902999 0.0012673

-0.0114227 2.7924038 -60.0000000 CY0.0001796 19789. 110193226. 7.1715286 0.0012879

-0.0116421 2.8107219 -60.0000000 CY0.0001829 19823. 108370121. 7.1537254 0.0013085

-0.0118615 2.8282396 -60.0000000 CY0.0002029 20015. 98638355. 7.0604483 0.0014327

-0.0131773 2.9156436 -60.0000000 CY0.0002229 20116. 90241200. 6.9403534 0.0015471

-0.0145029 2.9687636 -60.0000000 CY

Page 11

844102.lp6o0.0002429 20164. 83009616. 6.8139570 0.0016552

-0.0158348 2.9951348 -60.0000000 CY0.0002629 20205. 76850319. 6.6944752 0.0017601

-0.0171699 2.9933780 -60.0000000 CY0.0002829 20243. 71552513. 6.5973796 0.0018665

-0.0185035 2.9940745 -60.0000000 CY0.0003029 20279. 66946692. 6.5179137 0.0019744

-0.0198356 2.9971593 -60.0000000 CY0.0003229 20313. 62903517. 6.4532513 0.0020839

-0.0211661 2.9807231 -60.0000000 CY0.0003429 20344. 59327614. 6.3993979 0.0021945

-0.0224955 2.9964304 60.0000000 CY0.0003629 20374. 56140857. 6.3551229 0.0023064

-0.0238236 2.9959347 60.0000000 CY0.0003829 20403. 53282190. 6.3190312 0.0024197

-0.0251503 2.9798821 60.0000000 CY0.0004029 20430. 50704970. 6.2886557 0.0025338

-0.0264762 2.9851052 60.0000000 CY0.0004229 20456. 48369150. 6.2632991 0.0026489

-0.0278011 2.9971381 60.0000000 CY0.0004429 20481. 46241486. 6.2427058 0.0027650

-0.0291250 2.9968241 60.0000000 CY0.0004629 20505. 44294747. 6.2264831 0.0028823

-0.0304477 2.9829188 60.0000000 CY0.0004829 20528. 42508145. 6.2128761 0.0030003

-0.0317697 2.9688859 60.0000000 CYT0.0005029 20548. 40857269. 6.1986378 0.0031174

-0.0330926 2.9761639 60.0000000 CYT0.0005229 20566. 39329464. 6.1854248 0.0032345

-0.0344155 2.9902040 60.0000000 CYT0.0005429 20584. 37913251. 6.1743829 0.0033522

-0.0357378 2.9981621 60.0000000 CYT0.0005629 20601. 36596434. 6.1656014 0.0034707

-0.0370593 2.9972351 60.0000000 CYT0.0005829 20616. 35366451. 6.1574278 0.0035893

-0.0383807 2.9860710 60.0000000 CYT0.0006029 20618. 34196935. 6.1345722 0.0036986

-0.0397114 2.9768134 60.0000000 CYT0.0006229 20620. 33101732. 6.1101863 0.0038061

-0.0410439 2.9679438 60.0000000 CYT

Axial Thrust Force = 649.000 kips

Bending Bending Bending Depth to Max Comp MaxTens Max Concrete Max Steel Run

Curvature Moment Stiffness N Axis StrainStrain Stress Stress Msg

rad/in. in-kip kip-in2 in in/inin/in ksi ksi------------- ------------- ------------- ------------- -------------------------- ------------- ------------- ---

0.000000417 2078.0314243 4987275418. 138.0619418 0.00005750.0000275 0.2070383 1.6638985

0.000000833 4155.9421750 4987130610. 87.0919830 0.00007260.0000126 0.2595966 2.0960229

0.000001250 6233.6006259 4986880501. 70.1291102 0.0000877-0.000002339 0.3117736 2.5291302

0.000001667 8309.1038702 4985462322. 61.6658180 0.0001028-0.0000172 0.3635531 2.9631145

0.000002083 10377. 4981030072. 56.5966570 0.0001179-0.0000321 0.4148917 3.3976314

0.000002500 12435. 4973962205. 53.2214615 0.0001331-0.0000469 0.4657614 3.8324560

0.000002917 14481. 4965005768. 50.8129480 0.0001482-0.0000618 0.5161484 4.2674785

Page 12

844102.lp6o0.000003333 16516. 4954720108. 49.0080095 0.0001634

-0.0000766 0.5660454 4.70264090.000003750 18538. 4943482897. 47.6051493 0.0001785

-0.0000915 0.6154482 5.13791000.000004167 20548. 4931548002. 46.4835777 0.0001937

-0.0001063 0.6643541 5.57326570.000004583 20548. 4483225456. 39.8549762 0.0001827

-0.0001473 0.6280366 5.2495406 C0.000005000 20548. 4109623335. 38.5079302 0.0001925

-0.0001675 0.6596787 5.5314499 C0.000005417 20548. 3793498463. 37.3207373 0.0002022

-0.0001878 0.6902812 5.8059158 C0.000005833 20548. 3522534287. 36.2690097 0.0002116

-0.0002084 0.7200448 6.0746074 C0.000006250 20548. 3287698668. 35.3257218 0.0002208

-0.0002292 0.7489833 -6.5819629 C0.000006667 20548. 3082217501. 34.4765116 0.0002298

-0.0002502 0.7772347 -7.1849411 C0.000007083 20548. 2900910589. 33.7060305 0.0002388

-0.0002712 0.8048363 -7.7922696 C0.000007500 20548. 2739748890. 33.0027543 0.0002475

-0.0002925 0.8318346 -8.4036010 C0.000007917 20548. 2595551580. 32.3577719 0.0002562

-0.0003138 0.8582792 -9.0185449 C0.000008333 20548. 2465774001. 31.7641517 0.0002647

-0.0003353 0.8842239 -9.6366634 C0.000008750 20548. 2348356191. 31.2164909 0.0002731

-0.0003569 0.9097268 -10.2574654 C0.000009167 20548. 2241612728. 30.7072671 0.0002815

-0.0003785 0.9347580 -10.8812848 C0.000009583 20548. 2144151305. 30.2320068 0.0002897

-0.0004003 0.9593389 -11.5079715 C0.0000100 20548. 2054811667. 29.7912649 0.0002979

-0.0004221 0.9836195 -12.1361331 C0.0000104 20548. 1972619201. 29.3761129 0.0003060

-0.0004440 1.0074533 -12.7672159 C0.0000108 20548. 1896749231. 28.9880460 0.0003140

-0.0004660 1.0309890 -13.3998222 C0.0000113 20548. 1826499260. 28.6227342 0.0003220

-0.0004880 1.0541856 -14.0343829 C0.0000117 20548. 1761267143. 28.2787894 0.0003299

-0.0005101 1.0770826 -14.6705429 C0.0000121 20753. 1717498755. 27.9533269 0.0003378

-0.0005322 1.0996590 -15.3085383 C0.0000125 21068. 1685439181. 27.6476219 0.0003456

-0.0005544 1.1220317 -15.9472370 C0.0000129 21378. 1655054670. 27.3544901 0.0003533

-0.0005767 1.1440050 -16.5886139 C0.0000133 21687. 1626547511. 27.0801371 0.0003611

-0.0005989 1.1658667 -17.2298136 C0.0000138 21993. 1599462363. 26.8164531 0.0003687

-0.0006213 1.1873649 -17.8733894 C0.0000142 22296. 1573829803. 26.5659747 0.0003764

-0.0006436 1.2086436 -18.5179120 C0.0000146 22599. 1549642959. 26.3302148 0.0003840

-0.0006660 1.2298135 -19.1622633 C0.0000150 22898. 1526527199. 26.1016688 0.0003915

-0.0006885 1.2506099 -19.8091741 C0.0000154 23196. 1504573643. 25.8841175 0.0003990

-0.0007110 1.2712251 -20.4566924 C0.0000158 23493. 1483758767. 25.6783788 0.0004066

-0.0007334 1.2917339 -21.1040444 C0.0000163 23788. 1463888712. 25.4806464 0.0004141

-0.0007559 1.3120065 -21.7525954 C0.0000171 24373. 1426706901. 25.1067930 0.0004289

-0.0008011 1.3518480 -23.0533262 C

Page 13

844102.lp6o0.0000179 24955. 1392833512. 24.7661252 0.0004437

-0.0008463 1.3911369 -24.3548841 C0.0000188 25530. 1361599059. 24.4472133 0.0004584

-0.0008916 1.4295271 -25.6610777 C0.0000196 26104. 1332972900. 24.1565596 0.0004731

-0.0009369 1.4675112 -26.9666372 C0.0000204 26671. 1306357351. 23.8811704 0.0004876

-0.0009824 1.5045822 -28.2772073 C0.0000213 27237. 1281744309. 23.6269932 0.0005021

-0.0010279 1.5411784 -29.5880154 C0.0000221 27802. 1258938219. 23.3926729 0.0005166

-0.0010734 1.5773588 -30.8983924 C0.0000229 28360. 1237517411. 23.1672648 0.0005309

-0.0011191 1.6126195 -32.2141718 C0.0000238 28917. 1217561646. 22.9585703 0.0005453

-0.0011647 1.6474903 -33.5293346 C0.0000246 29473. 1198921664. 22.7648945 0.0005596

-0.0012104 1.6819693 -34.8438772 C0.0000254 30027. 1181372686. 22.5804702 0.0005739

-0.0012561 1.7157925 -36.1609618 C0.0000263 30577. 1164824924. 22.4049904 0.0005881

-0.0013019 1.7490039 -37.4801510 C0.0000271 31126. 1149262869. 22.2410972 0.0006024

-0.0013476 1.7818302 -38.7987215 C0.0000279 31674. 1134598028. 22.0877576 0.0006166

-0.0013934 1.8142696 -40.1166695 C0.0000288 32221. 1120738053. 21.9433069 0.0006309

-0.0014391 1.8462712 -41.4346178 C0.0000296 32764. 1107522955. 21.8020537 0.0006450

-0.0014850 1.8775067 -42.7568047 C0.0000304 33306. 1095003639. 21.6692502 0.0006591

-0.0015309 1.9083614 -44.0783654 C0.0000313 33848. 1083124244. 21.5442251 0.0006733

-0.0015767 1.9388336 -45.3992959 C0.0000321 34388. 1071834707. 21.4263768 0.0006874

-0.0016226 1.9689215 -46.7195918 C0.0000329 34928. 1061090035. 21.3151646 0.0007016

-0.0016684 1.9986235 -48.0392490 C0.0000338 35465. 1050826958. 21.2086156 0.0007158

-0.0017142 2.0278329 -49.3597174 C0.0000346 36001. 1040979283. 21.1043011 0.0007299

-0.0017601 2.0564033 -50.6830946 C0.0000354 36535. 1031570852. 21.0055277 0.0007439

-0.0018061 2.0845931 -52.0058225 C0.0000363 37068. 1022571200. 20.9119176 0.0007581

-0.0018519 2.1124004 -53.3278965 C0.0000371 37601. 1013952596. 20.8231272 0.0007722

-0.0018978 2.1398235 -54.6493119 C0.0000379 38132. 1005689746. 20.7388431 0.0007863

-0.0019437 2.1668606 -55.9700636 C0.0000387 38663. 997759527. 20.6587791 0.0008005

-0.0019895 2.1935099 -57.2901469 C0.0000396 39193. 990140763. 20.5826729 0.0008147

-0.0020353 2.2197695 -58.6095566 C0.0000404 39722. 982807983. 20.5097711 0.0008289

-0.0020811 2.2455994 -59.9288890 C0.0000412 40248. 975712929. 20.4372255 0.0008430

-0.0021270 2.2708012 -60.0000000 CY0.0000421 40774. 968878218. 20.3681217 0.0008572

-0.0021728 2.2956173 -60.0000000 CY0.0000429 41290. 962085513. 20.3010492 0.0008713

-0.0022187 2.3199550 -60.0000000 CY0.0000437 41763. 954573082. 20.2312992 0.0008851

-0.0022649 2.3434714 -60.0000000 CY0.0000446 42181. 946113307. 20.1572044 0.0008987

-0.0023113 2.3660508 -60.0000000 CY

Page 14

844102.lp6o0.0000454 42514. 936091169. 20.0746377 0.0009117

-0.0023583 2.3873919 -60.0000000 CY0.0000462 42847. 926417075. 19.9954728 0.0009248

-0.0024052 2.4083997 -60.0000000 CY0.0000471 43179. 917072453. 19.9195317 0.0009379

-0.0024521 2.4290728 -60.0000000 CY0.0000479 43510. 908040020. 19.8466488 0.0009510

-0.0024990 2.4494096 -60.0000000 CY0.0000487 43824. 898953253. 19.7728943 0.0009639

-0.0025461 2.4691243 -60.0000000 CY0.0000496 44058. 888563824. 19.6879221 0.0009762

-0.0025938 2.4874491 -60.0000000 CY0.0000529 44935. 849159047. 19.3703900 0.0010250

-0.0027850 2.5572009 -60.0000000 CY0.0000562 45804. 814296539. 19.0955293 0.0010741

-0.0029759 2.6222226 -60.0000000 CY0.0000596 46442. 779441949. 18.8081681 0.0011207

-0.0031693 2.6789949 -60.0000000 CY0.0000629 46964. 746440276. 18.5380489 0.0011664

-0.0033636 2.7302327 -60.0000000 CY0.0000662 47477. 716630818. 18.2947244 0.0012120

-0.0035580 2.7769926 -60.0000000 CY0.0000696 47976. 689475242. 18.0672411 0.0012572

-0.0037528 2.8188365 -60.0000000 CY0.0000729 48458. 664563933. 17.8619280 0.0013024

-0.0039476 2.8564169 -60.0000000 CY0.0000762 48780. 639738460. 17.6510842 0.0013459

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-0.0043421 2.9154085 -60.0000000 CY0.0000829 49307. 594660650. 17.2471620 0.0014301

-0.0045399 2.9387934 -60.0000000 CY0.0000862 49565. 574667468. 17.0723845 0.0014725

-0.0047375 2.9585069 -60.0000000 CY0.0000896 49819. 556115241. 16.9127998 0.0015151

-0.0049349 2.9744672 -60.0000000 CY0.0000929 50060. 538757764. 16.7557681 0.0015569

-0.0051331 2.9863676 -60.0000000 CY0.0000963 50297. 522565159. 16.6122020 0.0015989

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-0.0055288 2.9991063 -60.0000000 CY0.0001029 50760. 493215495. 16.3605611 0.0016838

-0.0057262 2.9972653 -60.0000000 CY0.0001063 50939. 479422699. 16.2401524 0.0017255

-0.0059245 2.9994160 -60.0000000 CY0.0001096 51053. 465881636. 16.1091587 0.0017653

-0.0061247 2.9972194 -60.0000000 CY0.0001129 51156. 453041601. 15.9831014 0.0018048

-0.0063252 2.9988452 -60.0000000 CY0.0001163 51257. 440919304. 15.8660966 0.0018444

-0.0065256 2.9996624 -60.0000000 CY0.0001196 51355. 429447353. 15.7578555 0.0018844

-0.0067256 2.9971294 -60.0000000 CY0.0001229 51451. 418582800. 15.6570416 0.0019245

-0.0069255 2.9996028 -60.0000000 CY0.0001263 51545. 408273443. 15.5633471 0.0019649

-0.0071251 2.9972656 -60.0000000 CY0.0001296 51636. 398474512. 15.4757744 0.0020054

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-0.0075251 2.9995811 -60.0000000 CY0.0001363 51801. 380193773. 15.2998872 0.0020846

-0.0077254 2.9980057 -60.0000000 CY0.0001396 51882. 371688695. 15.2205168 0.0021245

-0.0079255 2.9957094 60.0000000 CY

Page 15

844102.lp6o0.0001429 51961. 363572678. 15.1459021 0.0021646

-0.0081254 2.9986302 60.0000000 CY0.0001462 52039. 355818931. 15.0757379 0.0022048

-0.0083252 2.9999302 60.0000000 CY0.0001496 52115. 348398483. 15.0101743 0.0022453

-0.0085247 2.9959780 60.0000000 CY0.0001529 52189. 341293686. 14.9485262 0.0022859

-0.0087241 2.9954911 60.0000000 CY0.0001562 52263. 334486273. 14.8903647 0.0023266

-0.0089234 2.9983604 60.0000000 CY0.0001596 52337. 327957477. 14.8354870 0.0023675

-0.0091225 2.9998126 60.0000000 CY0.0001629 52408. 321687232. 14.7839988 0.0024086

-0.0093214 2.9973929 60.0000000 CY0.0001662 52477. 315650773. 14.7322000 0.0024492

-0.0095208 2.9924259 60.0000000 CY0.0001696 52543. 309838447. 14.6799171 0.0024895

-0.0097205 2.9959745 60.0000000 CY0.0001729 52609. 304246667. 14.6303134 0.0025298

-0.0099202 2.9984205 60.0000000 CY0.0001762 52675. 298862864. 14.5832494 0.0025703

-0.0101197 2.9997467 60.0000000 CY0.0001796 52720. 293569409. 14.5318688 0.0026097

-0.0103203 2.9986763 60.0000000 CY0.0001829 52761. 288444767. 14.4820057 0.0026490

-0.0105210 2.9942481 60.0000000 CY0.0002029 52898. 260687065. 14.2101943 0.0028835

-0.0117265 2.9983224 60.0000000 CY0.0002229 52985. 237690267. 14.0025659 0.0031214

-0.0129286 2.9984690 60.0000000 CYT0.0002429 53031. 218307623. 13.8305533 0.0033597

-0.0141303 2.9865893 60.0000000 CYT0.0002629 53041. 201739689. 13.7175537 0.0036066

-0.0153234 2.9997592 60.0000000 CYT0.0002829 53041. 187478267. 13.6370551 0.0038582

-0.0165118 2.9843574 60.0000000 CYT

--------------------------------------------------------------------------------

Summary of Results for Nominal (Unfactored) Moment Capacity for Section 1--------------------------------------------------------------------------------

Moment values interpolated at maximum compressive strain = 0.003or maximum developed moment if pile fails at smaller strains.

Load Axial Thrust Nominal Mom. Cap. Max. Comp.No. kips in-kip Strain---- ---------------- ------------------ ------------1 -561.000 20527.832 0.003000002 649.000 52940.538 0.00300000

Note note that the values of moment capacity in the table above are notfactored by a strength reduction factor (phi-factor).

In ACI 318-08, the value of the strength reduction factor depends on whetherthe transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70).

The above values should be multiplied by the appropriate strength reductionfactor to compute ultimate moment capacity according to ACI 318-08, Section9.3.2.2 or the value required by the design standard being followed.

The following table presents factored moment capacities and correspondingbending stiffnesses computed for common resistance factor values used forreinforced concrete sections.

Page 16

844102.lp6o

Axial Resistance Nominal Ultimate (Factored)Ultimate (Factored) Bending StiffnessLoad Factor Moment Capacity Axial ThrustMoment Capacity at Ult. Mom. Cap.No. for Moment in-kip kipsin-kip kip-in^2----- ---------- ------------------- -------------------------------------- -------------------

1 0.65 20527.832 -364.65013343.091 339523748.5072 0.65 52940.538 421.85034411.349 1071370312.788

1 0.70 20527.832 -392.70014369.482 332749205.3162 0.70 52940.538 454.30037058.376 1022737050.557

1 0.75 20527.832 -420.75015395.874 311576991.2722 0.75 52940.538 486.75039705.404 983035683.818

--------------------------------------------------------------------------------

Computed Values of Pile Loading and Deflectionfor Lateral Loading for Load Case Number 1

--------------------------------------------------------------------------------

Pile-head conditions are Shear and Moment (Loading Type 1)

Shear force at pile head = 70000.000 lbsApplied moment at pile head = 0.000in-lbsAxial thrust load on pile head = 649000.000 lbs

Depth Deflect. Bending Shear Slope Total BendingSoil Res. Soil Spr. Distrib.

X y Moment Force S Stress Stiffnessp Es*h Lat. Loadfeet inches in-lbs lbs radians psi* lb-in^2

lb/in lb/inch lb/inch---------- ---------- ---------- ---------- ---------- ---------- -------------------- ---------- ----------

0.00 0.1734 9.423E-05 70000. -0.000717 0.000 4.987E+120.000 0.000 0.0000.515 0.1690 435474. 70000. -0.000716 0.000 4.987E+12

0.000 0.000 0.0001.030 0.1645 870947. 70000. -0.000716 0.000 4.987E+12

0.000 0.000 0.0001.545 0.1601 1306415. 70000. -0.000714 0.000 4.987E+12

0.000 0.000 0.0002.060 0.1557 1741876. 70000. -0.000712 0.000 4.987E+12

0.000 0.000 0.0002.575 0.1513 2177329. 70000. -0.000710 0.000 4.987E+12

0.000 0.000 0.0003.090 0.1469 2612771. 70000. -0.000707 0.000 4.987E+12

0.000 0.000 0.0003.605 0.1426 3048200. 70000. -0.000703 0.000 4.987E+12

0.000 0.000 0.0004.120 0.1382 3483614. 70000. -0.000699 0.000 4.987E+12

Page 17

844102.lp6o0.000 0.000 0.0004.635 0.1339 3919011. 70000. -0.000695 0.000 4.987E+12

0.000 0.000 0.0005.150 0.1296 4354388. 70000. -0.000690 0.000 4.987E+12

0.000 0.000 0.0005.665 0.1254 4789743. 69932. -0.000684 0.000 4.987E+12

-22.0633 1087.3562 0.0006.180 0.1212 5224232. 69594. -0.000678 0.000 4.987E+12

-87.3141 4452.5941 0.0006.695 0.1170 5655360. 68867. -0.000671 0.000 4.987E+12

-148.0316 7817.8321 0.0007.210 0.1129 6080807. 67778. -0.000664 0.000 4.987E+12

-204.2871 11183. 0.0007.725 0.1088 6498421. 66355. -0.000656 0.000 4.987E+12

-256.1590 14548. 0.0008.240 0.1048 6906219. 64625. -0.000648 0.000 4.986E+12

-303.7328 17914. 0.0008.755 0.1008 7302383. 62614. -0.000639 0.000 4.986E+12

-347.1005 21279. 0.0009.270 0.0969 7685254. 60348. -0.000630 0.000 4.986E+12

-386.3606 24644. 0.0009.785 0.0930 8053331. 57851. -0.000620 0.000 4.986E+12

-421.6178 28009. 0.00010.300 0.0892 8405265. 55148. -0.000610 0.000 4.985E+12

-452.9825 31374. 0.00010.815 0.0855 8739857. 52264. -0.000599 0.000 4.984E+12

-480.5709 34740. 0.00011.330 0.0818 9056051. 49220. -0.000588 0.000 4.984E+12

-504.5039 38105. 0.00011.845 0.0782 9352932. 45985. -0.000577 0.000 4.983E+12

-542.2975 42844. 0.00012.360 0.0747 9629054. 42584. -0.000565 0.000 4.982E+12

-558.5169 46209. 0.00012.875 0.0712 9883798. 39092. -0.000553 0.000 4.982E+12

-571.4867 49575. 0.00013.390 0.0679 10116666. 35530. -0.000540 0.000 4.981E+12

-581.3443 52940. 0.00013.905 0.0646 10327281. 31916. -0.000528 0.000 4.981E+12

-588.2297 56305. 0.00014.420 0.0613 10515379. 28268. -0.000515 0.000 4.980E+12

-592.2854 59670. 0.00014.935 0.0582 10680803. 24603. -0.000502 0.000 4.980E+12

-593.6555 63036. 0.00015.450 0.0551 10823501. 20938. -0.000488 0.000 4.979E+12

-592.4854 66401. 0.00015.965 0.0522 10943517. 17288. -0.000475 0.000 4.979E+12

-588.9215 69766. 0.00016.480 0.0493 11040986. 13666. -0.000461 0.000 4.978E+12

-583.1104 73131. 0.00016.995 0.0465 11116129. 10087. -0.000447 0.000 4.978E+12

-575.1985 76497. 0.00017.510 0.0437 11169249. 6562.7842 -0.000433 0.000 4.978E+12

-565.3317 79862. 0.00018.025 0.0411 11200722. 3105.1158 -0.000420 0.000 4.978E+12

-553.6548 83227. 0.00018.540 0.0386 11210994. -275.2396 -0.000406 0.000 4.978E+12

-540.3113 86592. 0.00019.055 0.0361 11200575. -3568.4196 -0.000392 0.000 4.978E+12

-525.4427 89957. 0.00019.570 0.0337 11170031. -6765.4295 -0.000378 0.000 4.978E+12

-509.1883 93323. 0.00020.085 0.0314 11119985. -9858.1274 -0.000364 0.000 4.978E+12

-491.6848 96688. 0.00020.600 0.0292 11051105. -12839. -0.000350 0.000 4.978E+12

-473.0659 100053. 0.00021.115 0.0271 10964102. -15702. -0.000337 0.000 4.979E+12

Page 18

844102.lp6o-453.4620 103418. 0.000

21.630 0.0251 10859726. -18467. -0.000323 0.000 4.979E+12-441.3669 108847. 0.000

22.145 0.0231 10738439. -21127. -0.000310 0.000 4.980E+12-419.5173 112212. 0.000

22.660 0.0212 10601076. -23651. -0.000296 0.000 4.980E+12-397.0790 115577. 0.000

23.175 0.0194 10448495. -26034. -0.000283 0.000 4.981E+12-374.1661 118943. 0.000

23.690 0.0177 10281572. -28274. -0.000270 0.000 4.981E+12-350.8880 122308. 0.000

24.205 0.0161 10101196. -30370. -0.000258 0.000 4.982E+12-327.3495 125673. 0.000

24.720 0.0145 9908268. -32320. -0.000245 0.000 4.982E+12-303.6504 129038. 0.000

25.235 0.0131 9703693. -34123. -0.000233 0.000 4.982E+12-279.8853 132404. 0.000

25.750 0.0117 9488381. -35779. -0.000221 0.000 4.983E+12-256.1439 135769. 0.000

26.265 0.0103 9263239. -37289. -0.000210 0.000 4.983E+12-232.5102 139134. 0.000

26.780 0.009067 9029170. -38654. -0.000198 0.000 4.984E+12-209.0632 142499. 0.000

27.295 0.007875 8787072. -39874. -0.000187 0.000 4.984E+12-185.8763 145865. 0.000

27.810 0.006751 8537831. -40952. -0.000177 0.000 4.985E+12-163.0176 149230. 0.000

28.325 0.005692 8282322. -41890. -0.000166 0.000 4.985E+12-140.5498 152595. 0.000

28.840 0.004697 8021403. -42691. -0.000156 0.000 4.986E+12-118.5300 155960. 0.000

29.355 0.003763 7755918. -43357. -0.000146 0.000 4.986E+12-97.0103 159326. 0.000

29.870 0.002888 7486689. -43891. -0.000137 0.000 4.986E+12-76.0376 162691. 0.000

30.385 0.002071 7214519. -44298. -0.000128 0.000 4.986E+12-55.6535 166056. 0.000

30.900 0.001309 6940187. -44581. -0.000119 0.000 4.986E+12-35.8944 169421. 0.000

31.415 0.000601 6664450. -44744. -0.000111 0.000 4.987E+12-16.7917 172787. 0.000

31.930 -5.711E-05 6388039. -44791. -0.000102 0.000 4.987E+121.6468 178202. 0.00032.445 -0.000666 6111658. -44725. -9.472E-05 0.000 4.987E+12

19.5635 181568. 0.00032.960 -0.001228 5835995. -44551. -8.732E-05 0.000 4.987E+12

36.7425 184933. 0.00033.475 -0.001745 5561706. -44273. -8.025E-05 0.000 4.987E+12

53.1718 188298. 0.00033.990 -0.002220 5289419. -43896. -7.353E-05 0.000 4.987E+12

68.8434 191663. 0.00034.505 -0.002654 5019736. -43425. -6.714E-05 0.000 4.987E+12

83.7536 195029. 0.00035.020 -0.003050 4753227. -42864. -6.109E-05 0.000 4.987E+12

97.9024 198394. 0.00035.535 -0.003409 4490433. -42217. -5.536E-05 0.000 4.987E+12

111.2939 201759. 0.00036.050 -0.003734 4231868. -41490. -4.996E-05 0.000 4.987E+12

123.9352 205124. 0.00036.565 -0.004026 3978015. -40688. -4.487E-05 0.000 4.987E+12

135.8371 208490. 0.00037.080 -0.004289 3729330. -39814. -4.009E-05 0.000 4.987E+12

147.0132 211855. 0.00037.595 -0.004522 3486241. -38873. -3.562E-05 0.000 4.987E+12

157.4802 215220. 0.00038.110 -0.004729 3249149. -37869. -3.145E-05 0.000 4.987E+12

Page 19

844102.lp6o167.2571 218585. 0.000

38.625 -0.004911 3018429. -36807. -2.757E-05 0.000 4.987E+12176.3656 221950. 0.000

39.140 -0.005070 2794431. -35691. -2.396E-05 0.000 4.987E+12184.8294 225316. 0.000

39.655 -0.005207 2577477. -34525. -2.064E-05 0.000 4.987E+12192.6744 228681. 0.000

40.170 -0.005325 2367869. -33312. -1.757E-05 0.000 4.987E+12199.9278 232046. 0.000

40.685 -0.005424 2165885. -32055. -1.476E-05 0.000 4.987E+12206.6186 235411. 0.000

41.200 -0.005507 1971782. -30760. -1.220E-05 0.000 4.987E+12212.7770 238777. 0.000

41.715 -0.005575 1785795. -29427. -9.872E-06 0.000 4.987E+12218.4301 242137. 0.000

42.230 -0.005629 1608142. -28061. -7.769E-06 0.000 4.987E+12223.6177 245503. 0.000

42.745 -0.005671 1439021. -26665. -5.881E-06 0.000 4.987E+12228.3685 248868. 0.000

43.260 -0.005702 1278615. -25240. -4.197E-06 0.000 4.987E+12232.7150 252233. 0.000

43.775 -0.005723 1127091. -23789. -2.707E-06 0.000 4.987E+12236.6902 255598. 0.000

44.290 -0.005735 984601. -22315. -1.398E-06 0.000 4.987E+12240.3266 258964. 0.000

44.805 -0.005740 851284. -20820. -2.609E-07 0.000 4.987E+12243.6564 262329. 0.000

45.320 -0.005738 727269. -19305. 7.171E-07 0.000 4.987E+12246.7113 265694. 0.000

45.835 -0.005731 612673. -17771. 1.547E-06 0.000 4.987E+12249.5219 269059. 0.000

46.350 -0.005719 507604. -16221. 2.241E-06 0.000 4.987E+12252.1179 272425. 0.000

46.865 -0.005704 412161. -14656. 2.811E-06 0.000 4.987E+12254.5273 275790. 0.000

47.380 -0.005685 326438. -13076. 3.269E-06 0.000 4.987E+12256.7771 279155. 0.000

47.895 -0.005663 250519. -11482. 3.626E-06 0.000 4.987E+12258.8919 282520. 0.000

48.410 -0.005640 184487. -9876.1660 3.896E-06 0.000 4.987E+12260.8945 285885. 0.000

48.925 -0.005615 128419. -8257.9325 4.090E-06 0.000 4.987E+12262.8056 289251. 0.000

49.440 -0.005589 82386. -6628.1155 4.220E-06 0.000 4.987E+12264.6432 292616. 0.000

49.955 -0.005563 46461. -4987.1226 4.300E-06 0.000 4.987E+12266.4225 295981. 0.000

50.470 -0.005536 20711. -3335.2759 4.342E-06 0.000 4.987E+12268.1558 299346. 0.000

50.985 -0.005509 5202.4394 -1672.8314 4.358E-06 0.000 4.987E+12269.8521 302712. 0.000

51.500 -0.005482 0.000 0.000 4.361E-06 0.000 4.987E+12271.5173 153038. 0.000

* This analysis makes computations of pile response using nonlinearmoment-curvature relationships.The above values of total stress are computed for combined axial and bending

stress in elasticsections and do not equal actual stresses in concrete and steel in the range

of nonlinear bending.

Output Summary for Load Case No. 1:

Pile-head deflection = 0.1733834 inchesComputed slope at pile head = -0.0007167 radians

Page 20

844102.lp6oMaximum bending moment = 11210994. inch-lbsMaximum shear force = 70000. lbsDepth of maximum bending moment = 222.4800000 inches below pile headDepth of maximum shear force = 37.0800000 inches below pile headNumber of iterations = 6Number of zero deflection points = 1

--------------------------------------------------------------------------------

Computed Values of Pile Loading and Deflectionfor Lateral Loading for Load Case Number 2

--------------------------------------------------------------------------------

Pile-head conditions are Shear and Moment (Loading Type 1)

Shear force at pile head = 62000.000 lbsApplied moment at pile head = 0.000in-lbsAxial thrust load on pile head = -561000.000 lbs

Depth Deflect. Bending Shear Slope Total BendingSoil Res. Soil Spr. Distrib.

X y Moment Force S Stress Stiffnessp Es*h Lat. Loadfeet inches in-lbs lbs radians psi* lb-in^2

lb/in lb/inch lb/inch---------- ---------- ---------- ---------- ---------- ---------- -------------------- ---------- ----------

0.00 0.2898 -0.000167 62000. -0.001402 0.000 5.004E+120.000 0.000 0.0000.515 0.2812 378300. 62000. -0.001401 0.000 5.004E+12

0.000 0.000 0.0001.030 0.2725 756602. 62000. -0.001401 0.000 5.004E+12

0.000 0.000 0.0001.545 0.2639 1134907. 62000. -0.001400 0.000 5.004E+12

0.000 0.000 0.0002.060 0.2552 1513217. 62000. -0.001398 0.000 5.004E+12

0.000 0.000 0.0002.575 0.2466 1891534. 62000. -0.001396 0.000 5.004E+12

0.000 0.000 0.0003.090 0.2380 2269858. 62000. -0.001393 0.000 5.004E+12

0.000 0.000 0.0003.605 0.2294 2648193. 62000. -0.001390 0.000 5.004E+12

0.000 0.000 0.0004.120 0.2208 3026538. 62000. -0.001387 0.000 5.004E+12

0.000 0.000 0.0004.635 0.2122 3404897. 62000. -0.001383 0.000 5.004E+12

0.000 0.000 0.0005.150 0.2037 3783270. 62000. -0.001378 0.000 5.004E+12

0.000 0.000 0.0005.665 0.1952 4161660. 61894. -0.001373 0.000 5.004E+12

-34.3442 1087.3562 0.0006.180 0.1867 4538755. 61372. -0.001368 0.000 5.004E+12

-134.5316 4452.5941 0.0006.695 0.1783 4910732. 60259. -0.001362 0.000 5.004E+12

-225.5361 7817.8321 0.0007.210 0.1699 5274116. 58613. -0.001356 0.000 5.004E+12

-307.4195 11183. 0.0007.725 0.1615 5625782. 56488. -0.001349 0.000 5.004E+12

-380.2496 14548. 0.0008.240 0.1532 5962949. 53940. -0.001342 0.000 5.004E+12

-444.1000 17914. 0.0008.755 0.1449 6283180. 51026. -0.001334 0.000 5.004E+12

Page 21

844102.lp6o-499.0495 21279. 0.000

9.270 0.1367 6584379. 47799. -0.001327 0.000 5.003E+12-545.1823 24644. 0.000

9.785 0.1285 6864783. 44315. -0.001318 0.000 5.003E+12-582.5872 28009. 0.000

10.300 0.1204 7122967. 40625. -0.001310 0.000 5.002E+12-611.3572 31374. 0.000

10.815 0.1124 7357832. 36785. -0.001301 0.000 5.002E+12-631.5891 34740. 0.000

11.330 0.1043 7568607. 32845. -0.001291 0.000 5.002E+12-643.3826 38105. 0.000

11.845 0.0964 7754841. 28792. -0.001282 0.000 5.002E+12-668.2705 42844. 0.000

12.360 0.0885 7915587. 24682. -0.001272 0.000 5.001E+12-661.7428 46209. 0.000

12.875 0.0807 8051092. 20638. -0.001262 0.000 5.001E+12-647.1039 49575. 0.000

13.390 0.0729 8161918. 16709. -0.001252 0.000 5.001E+12-624.4614 52940. 0.000

13.905 0.0652 8248928. 12944. -0.001237 0.000 2.552E+12-593.9236 56305. 0.000

14.420 0.0576 8313325. 9390.1391 -0.001204 0.000 1.085E+12-556.1826 59670. 0.000

14.935 0.0503 8356644. 6085.8558 -0.001136 0.000 5.826E+11-513.1648 63036. 0.000

15.450 0.0436 8380671. 3053.7752 -0.001025 0.000 3.877E+11-468.0911 66401. 0.000

15.965 0.0376 8387284. 294.1463 -0.000875 0.000 3.143E+11-424.9927 69766. 0.000

16.480 0.0327 8378237. -2216.4784 -0.000709 0.000 3.075E+11-387.5072 73131. 0.000

16.995 0.0289 8354974. -4518.7527 -0.000551 0.000 3.519E+11-357.5654 76497. 0.000

17.510 0.0259 8318564. -6659.2060 -0.000424 0.000 4.741E+11-335.1380 79862. 0.000

18.025 0.0237 8269729. -8679.0047 -0.000335 0.000 7.416E+11-318.5186 83227. 0.000

18.540 0.0218 8208969. -10607. -0.000281 0.000 1.338E+12-305.3809 86592. 0.000

19.055 0.0202 8136677. -12458. -0.000253 0.000 2.773E+12-293.6318 89957. 0.000

19.570 0.0187 8053233. -14236. -0.000239 0.000 5.001E+12-281.8083 93323. 0.000

20.085 0.0172 7959061. -15939. -0.000230 0.000 5.001E+12-269.3019 96688. 0.000

20.600 0.0158 7854637. -17563. -0.000220 0.000 5.001E+12-256.2017 100053. 0.000

21.115 0.0145 7740463. -19104. -0.000210 0.000 5.002E+12-242.5934 103418. 0.000

21.630 0.0132 7617056. -20573. -0.000201 0.000 5.002E+12-232.9764 108847. 0.000

22.145 0.0120 7484784. -21968. -0.000191 0.000 5.002E+12-218.1933 112212. 0.000

22.660 0.0109 7344210. -23270. -0.000182 0.000 5.002E+12-203.1603 115577. 0.000

23.175 0.009765 7195909. -24478. -0.000173 0.000 5.002E+12-187.9501 118943. 0.000

23.690 0.008723 7040461. -25592. -0.000164 0.000 5.003E+12-172.6318 122308. 0.000

24.205 0.007734 6878449. -26612. -0.000156 0.000 5.003E+12-157.2710 125673. 0.000

24.720 0.006797 6710460. -27536. -0.000147 0.000 5.003E+12-141.9295 129038. 0.000

25.235 0.005912 6537080. -28366. -0.000139 0.000 5.003E+12-126.6658 132404. 0.000

25.750 0.005077 6358890. -29102. -0.000131 0.000 5.004E+12

Page 22

844102.lp6o-111.5342 135769. 0.000

26.265 0.004290 6176467. -29745. -0.000123 0.000 5.004E+12-96.5857 139134. 0.000

26.780 0.003550 5990382. -30297. -0.000116 0.000 5.004E+12-81.8673 142499. 0.000

27.295 0.002857 5801195. -30758. -0.000109 0.000 5.004E+12-67.4226 145865. 0.000

27.810 0.002207 5609459. -31131. -0.000102 0.000 5.004E+12-53.2913 149230. 0.000

28.325 0.001600 5415711. -31418. -9.485E-05 0.000 5.004E+12-39.5097 152595. 0.000

28.840 0.001035 5220478. -31621. -8.828E-05 0.000 5.004E+12-26.1103 155960. 0.000

29.355 0.000509 5024269. -31742. -8.195E-05 0.000 5.004E+12-13.1224 159326. 0.000

29.870 2.171E-05 4827581. -31784. -7.587E-05 0.000 5.004E+12-0.5714 162691. 0.000

30.385 -0.000429 4630892. -31750. -7.003E-05 0.000 5.004E+1211.5202 166056. 0.000

30.900 -0.000844 4434663. -31643. -6.443E-05 0.000 5.004E+1223.1335 169421. 0.000

31.415 -0.001225 4239336. -31466. -5.907E-05 0.000 5.004E+1234.2525 172787. 0.000

31.930 -0.001574 4045335. -31220. -5.396E-05 0.000 5.004E+1245.3869 178202. 0.000

32.445 -0.001892 3853085. -30908. -4.908E-05 0.000 5.004E+1255.5876 181568. 0.000

32.960 -0.002181 3662975. -30534. -4.444E-05 0.000 5.004E+1265.2548 184933. 0.000

33.475 -0.002441 3475373. -30103. -4.003E-05 0.000 5.004E+1274.3845 188298. 0.000

33.990 -0.002675 3290626. -29617. -3.586E-05 0.000 5.004E+1282.9755 191663. 0.000

34.505 -0.002884 3109063. -29079. -3.190E-05 0.000 5.004E+1291.0289 195029. 0.000

35.020 -0.003070 2930989. -28493. -2.817E-05 0.000 5.004E+1298.5483 198394. 0.000

35.535 -0.003233 2756692. -27863. -2.466E-05 0.000 5.004E+12105.5392 201759. 0.000

36.050 -0.003375 2586438. -27190. -2.136E-05 0.000 5.004E+12112.0092 205124. 0.000

36.565 -0.003497 2420472. -26480. -1.827E-05 0.000 5.004E+12117.9679 208490. 0.000

37.080 -0.003600 2259022. -25734. -1.538E-05 0.000 5.004E+12123.4263 211855. 0.000

37.595 -0.003687 2102296. -24956. -1.269E-05 0.000 5.004E+12128.3973 215220. 0.000

38.110 -0.003757 1950483. -24148. -1.019E-05 0.000 5.004E+12132.8949 218585. 0.000

38.625 -0.003813 1803753. -23314. -7.869E-06 0.000 5.004E+12136.9346 221950. 0.000

39.140 -0.003855 1662262. -22457. -5.729E-06 0.000 5.004E+12140.5329 225316. 0.000

39.655 -0.003884 1526144. -21579. -3.760E-06 0.000 5.004E+12143.7072 228681. 0.000

40.170 -0.003901 1395522. -20682. -1.956E-06 0.000 5.004E+12146.4759 232046. 0.000

40.685 -0.003908 1270500. -19770. -3.100E-07 0.000 5.004E+12148.8578 235411. 0.000

41.200 -0.003905 1151168. -18843. 1.185E-06 0.000 5.004E+12150.8724 238777. 0.000

41.715 -0.003893 1037604. -17906. 2.537E-06 0.000 5.004E+12152.5368 242137. 0.000

42.230 -0.003874 929870. -16959. 3.752E-06 0.000 5.004E+12153.8767 245503. 0.000

42.745 -0.003847 828017. -16005. 4.837E-06 0.000 5.004E+12

Page 23

844102.lp6o154.9095 248868. 0.000

43.260 -0.003814 732083. -15045. 5.800E-06 0.000 5.004E+12155.6552 252233. 0.000

43.775 -0.003775 642098. -14082. 6.649E-06 0.000 5.004E+12156.1339 255598. 0.000

44.290 -0.003732 558078. -13116. 7.390E-06 0.000 5.004E+12156.3651 258964. 0.000

44.805 -0.003684 480033. -12150. 8.031E-06 0.000 5.004E+12156.3682 262329. 0.000

45.320 -0.003632 407962. -11184. 8.579E-06 0.000 5.004E+12156.1616 265694. 0.000

45.835 -0.003578 341857. -10220. 9.042E-06 0.000 5.004E+12155.7635 269059. 0.000

46.350 -0.003521 281703. -9259.4057 9.427E-06 0.000 5.004E+12155.1909 272425. 0.000

46.865 -0.003461 227476. -8302.5838 9.741E-06 0.000 5.004E+12154.4602 275790. 0.000

47.380 -0.003400 179150. -7350.7201 9.992E-06 0.000 5.004E+12153.5863 279155. 0.000

47.895 -0.003338 136691. -6404.6553 1.019E-05 0.000 5.004E+12152.5835 282520. 0.000

48.410 -0.003274 100059. -5465.1472 1.033E-05 0.000 5.004E+12151.4644 285885. 0.000

48.925 -0.003210 69213. -4532.8791 1.044E-05 0.000 5.004E+12150.2405 289251. 0.000

49.440 -0.003145 44105. -3608.4686 1.051E-05 0.000 5.004E+12148.9215 292616. 0.000

49.955 -0.003080 24685. -2692.4770 1.055E-05 0.000 5.004E+12147.5159 295981. 0.000

50.470 -0.003015 10900. -1785.4192 1.057E-05 0.000 5.004E+12146.0303 299346. 0.000

50.985 -0.002949 2690.9426 -887.7751 1.058E-05 0.000 5.004E+12144.4694 302712. 0.000

51.500 -0.002884 0.000 0.000 1.058E-05 0.000 5.004E+12142.8364 153038. 0.000

* This analysis makes computations of pile response using nonlinearmoment-curvature relationships.The above values of total stress are computed for combined axial and bending

stress in elasticsections and do not equal actual stresses in concrete and steel in the range

of nonlinear bending.

Output Summary for Load Case No. 2:

Pile-head deflection = 0.2898488 inchesComputed slope at pile head = -0.0014017 radiansMaximum bending moment = 8387284. inch-lbsMaximum shear force = 62000. lbsDepth of maximum bending moment = 191.5800000 inches below pile headDepth of maximum shear force = 6.1800000 inches below pile headNumber of iterations = 90Number of zero deflection points = 1

--------------------------------------------------------------------------------

Summary of Pile Response(s)--------------------------------------------------------------------------------

Definitions of Pile-head Loading Conditions:

Page 24

844102.lp6o

Load Type 1: Load 1 = Shear, lbs, and Load 2 = Moment, in-lbsLoad Type 2: Load 1 = Shear, lbs, and Load 2 = Slope, radiansLoad Type 3: Load 1 = Shear, lbs, and Load 2 = Rotational Stiffness,in-lbs/radianLoad Type 4: Load 1 = Top Deflection, inches, and Load 2 = Moment, in-lbsLoad Type 5: Load 1 = Top Deflection, inches, and Load 2 = Slope, radians

Pile-head Pile-headMaximum MaximumLoad Load Condition 1 Condition 2 Axial Pile-headMoment Shear Pile-headCase Type V(lbs) or in-lb, rad., Loading Deflectionin Pile in Pile RotationNo. No. y(inches) or in-lb/rad. lbs inchesin-lbs lbs radians---- ---- -------------- -------------- ------------- -------------------------- ------------- -------------1 1 V = 70000. M = 0.000 649000. 0.17338340

11210994. 70000. -0.000716682 1 V = 62000. M = 0.000 -561000. 0.28984884

8387284. 62000. -0.00140171

--------------------------------------------------------------------------------

Summary of Warning Messages--------------------------------------------------------------------------------

The following warning was reported 720 times

**** Warning ****

An unreasonable value was input for friction angle has been specifiedfor a soil layer defined uisng the sand criteria. The input value iseither smaller than 20 degrees or higher than 48 degrees. The inputdata should be checked for correctness.

The analysis ended normally.

Page 25

Site Data

BU#: GSite Name: 698.9403 ft-kips (* Note)

App #: 561 kipsTension

For M (WL) 1.3 <----Disregard

For P (DL) 1.3 <----Disregard Load Factor

1.00 Mu: 698.9403 ft-kips1.00 Pu: 561 kips

Concrete:6 ft

4071.5 in23000 psi60 ksi

Reinforcement: 29000 ksi3 in 0.00207

Horiz. Tie Bar Size= 4 0.0035.33 ft64.00 in 2008

81.00 in A

0.79 in2Seismic Risk = Low

26

As Total= 20.54 in2Solve <-- Press Upon Completing All Input

A s/ Aconc, Rho: 0.0050 0.50% (Run)

ACI 10.5 , ACI 21.10.4, and IBC 1810. Results:Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 2

(3)*(Sqrt(f'c)/Fy: 0.0027200 / Fy: 0.0033

Dist. From Edge to Neutral Axis: 6.32 inExtreme Steel Strain, єt: 0.0292

Minimum Rho Check:Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,φ: 0.900

Provided Rho: 0.50% OK

Ref. Shaft Max Axial Capacities, φ Max(Pn or Tn):

Output Note: Negative Pu=Tension

6012.43 kips For Axial Compression, φ Pn = Pu: -561.00 kips3139.90 ft-kips Drilled Shaft Moment Capacity, φMn: 1455.28 ft-kips

Drilled Shaft Superimposed Mu: 698.94 ft-kips1109.16 kips

0.00 ft-kips 48.0%

ACI 318 CodeSelect Analysis ACI Code=

Note: Shaft assumed to have ties, not spiral, transverse reinforcing

Reinforcing Modulus of Elasticity, E =

Reinforcement yield strain =

844102Shirley356650 Rev. 7

(*) Note: Max Shaft Superimposed Moment does not necessarily

equal to the shaft top reaction moment

Clear Cover to Tie=

Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G

TIA Revision:Max. Factored Shaft Mu:

Max. Factored Shaft Pu:

Maximum Shaft Superimposed Forces

Max Axial Force Type:

Seismic Design Category =

Vert. Cage Diameter =

Loads Already Factored

Shaft Factored Loads

Bar Area =

Pier Properties

Pier Diameter =

Concrete Comp. strength, f'c =

Reinforcement yield strength, Fy =

Concrete Area =

Max Tu, (φ=0.9) Tn =at Mu=φ=(0.90)Mn=

at Mu=(φ=0.65)Mn=

Max Pu = (φ=0.65) Pn. Pn per ACI 318 (10-2)

(Mu/φMn, Drilled Shaft Flexure CSR:

єt > 0.0050, Tension Controlled

Case 1 Case 2

Limiting compressive strain =

Vertical Bar Size = Seismic PropertiesBar Diameter =

Material Properties

Number of Bars =

Vert. Cage Diameter =

Mu Mu

EQ EQ

Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 1/31/2017